
Class JHA41S 
Book__i£jL__ 
CoEyrightN?_ 



CDEKRIGHT DEPOSHi 



A HAND-BOOK OF 
DESIGN 

Containing Tables, 
Standards, and Useful Information 

"Steelcrete" Mesh 




The Consolidated Expanded Metal 
Companies 

General Offices and Works 

Braddock, Pa. 

(In the Pittsburgh District) 

Sales Offices and Warehouses 

Chicago Philadelphia Pittsburgh 

Distributors 
New York - Expanded Metal Engineering Co. 

Boston --------- Penn Metal Company 

Toronto --------- Baines & Peckover 

Dallas ------- Builders Metal Products Co. 

San Francisco ----- Holloway Expanded Metal Co. 



^ 



#3 



This is Copy 
No.E 



COPYRIGHTED 1919 

THE CONSOLIDATED EXPANDED METAL COMPANIES 

BRADDOCK, PA. 



19- (*(o% 



•APR 121919 
CIA525054 



Contents 



Page 

"Steelcrete" Mesh 7 

Extent of Use 7 

Properties of Steel Employed 7 

Purpose of Handbook 8 

Elastic Limit of 10 

Ductility of 10 

Structure of 11 

Present and Former Methods of Manu- 
facture 12 

Cold-drawn Process 14 

Uniformity of Quality 15 

Advantages of Flat Sheets 17 

Concentrated Loads 19 

Bond 20 

General Theory and Design 21 

Final Report of the Joint Committee 23 

Chapter 1 — Introduction 24 

Chapter 2 — Adaptability of Concrete 

and Reinforced Concrete 28 

Chapter 3 — Materials 33 

Chapter 4 — Mixing and Placing 36 

Chapter 5 — Forms 41 

Chapter 6 — Details of Construction _ _ 42 

Chapter 7 — Design 47 

Chapter 8 — Working Stresses 72 

Chapter 9 — Conclusion 76 

Chapter 10 — Suggested formulas for 

Reinforced Concrete 77 

Concrete Barge with Steelcrete Mesh 

(Photograph) 83 

Steelcrete Mesh in Floor Construction 84 

Suggested Specifications for Steelcrete Mesh 87 

Standardization of Steelcrete Mesh Sizes. _ 88 

Steelcrete Slab Tables — Introduction 90 



Stress in Steel = 18,500; Concrete = 750.. 92-99 
Stress in Steel= 16,000; Concrete =650. .100-107 
Stress in Steel= 16,000; Concrete = 300. .108-1 14 
Largest Concrete Pit in the World 

(Photograph) 115 

Beam and Girder Tables — Introduction __ 116 

Simple Beam Tables 118-135 

Continuous Beam Tables 136-153 

Sewers and Conduits — Chapter and Dis- 
cussion 154-161 

Concrete Tanks — Chapter and Discussion. .162-173 
Highway Bridges and Culverts — Chapter 

and Discussion 174-188 

Retaining Walls — Chapter and Discussion.. 189-203 

Building Ordinance of New York City 204-208 

Tests of Steelcrete Mesh 209 

Slab Tests at Carnegie Institute, Pitts- 
burgh 209-215 

Tensile Tests at Columbia University, 

New York City 216-224 

Cold Bend Tests 225-228 

Lap Tests 229-230 

New York City Building Department 

Floor Slab Tests 231-233 

Tensile Tests by Olsen Testing Machine 

Co., Philadelphia 234-237 

Useful Tables 238-2 14 

Wilkinsburg, Pa. Grade Crossing (Photo- 
graph) 245 

Steelcrete Floor Binder 246 

Steelcrete Beam Wrapper 247 

Steelcrete Metal Lath 248 

Steelcrete Safety Guard Mesh 249 

Steelcrete Mesh, Standard Sizes, Width of 

Sheets, and Detail Information 250 



The Consolidated Expanded Metal Compani 




60,000 square feet of "Steelcrete" Mesh (25 tons) is here shown in a pile on the floor. 

The compact form in which this material is shipped could not be better illustrated. 

The upright bundle of mesh illustrates the perfect nesting of the sheets 

obtained because of the uniform quality of steel used 



FOREWORD 



THE need of a Handbook of design embodying a large number of 
handy reference tables, and boiling down into easily digested form, 
formulae of reinforced concrete, has been felt in every field of 
engineering endeavor. With the end in view, therefore, to serve a wider 
field than ever before, this edition of the Steel crete Handbook revised 
and enlarged is offered. 



The War which has just been brought to a successful conclusion called 
upon the industries of the country to give their maximum services. It 
was early recognized that it would be a war between the industries of two 
groups of nations, as well as between their military organizations. 

Since the beginning of the World War in 1914, Expanded Metal did 
its bit in contributing to the winning of the war. The English and French 
Expanded Metal Companies dedicated their entire output to war pur- 
poses. The limit of the material furnished was fixed only by the limit 
of their output. 

Since the entry of our own country into the war, the demand for 
Expanded Metal on the part of our own Government exceeded any demand 
heretofore known. This Company, taxed to its capacity for output, has 
reason to be proud of the part it played between the interval of February 
1918 to November 1918, the period of greatest activity of the American 
armies. 

Upwards of 7,000,000 sq. ft. of Expanded Metal was shipped by this 
company overseas at a time when shipping space was valued by the fives 
of our soldiers. Expanded Metal, because of its marked adaptability to 
the work required of it as well as because of its wide and successful appli- 
cation by our allies throughout the Western Front, was sent over in ship- 
loads. The use to which most of the material was put is only slightly 
known. Dugouts, revetments and gun emplacements called for concrete 
work to be subjected to undulating strains impossible to calculate. This 
opened a wide field of service for a reinforcement of flat sheets, having 
the many distinguishing features of Expanded Metal. Not only for 
overseas was this material demanded but much greater quantities were 
used on this side of the water. 



The 



Co 



NSOLIDATED 



Expanded 



M 



Companies 




A sheet of "Steelcrete" Mesh 6 feet wide and 16 feet long is here 

shown. Flat sheet reinforcement assures rigidity and 

the correct position after pouring of concrete 



6 



The 



Consolidated 



Expanded 



Metal 



Companies 



"STEELCRETE 



yy 



NEARLY thirty years ago, "Steelcrete" expanded metal 
took its place in the front rank of concrete reinforce- 
ment and today, it continues its enviable position as 
the oldest and most widely-used system. 

To those who have not been associated with the reinforced 
concrete industry, for any length of time, there should be 
addressed a word as to the extremely widely-known uses to 
which expanded metal has been put in foreign countries. 
Expanded metal has been used not only in every portion of the 
United States but in every corner of the civilized world — in 
fact, wherever modern civilization has thrust itself, expanded 
metal construction will be found in the most important works 
of that country. Of American invention, no product could be 
more widely endorsed by the world's engineers. 

The square feet of expanded metal used today in the United 
States is triple what it was at any time in its past history prior 
to the last five years. 

Undoubtedly, the only reason expanded metal has stayed 
in the first rank of concrete reinforcement for the last thirty 
years — ever since the early days of the industry — under 
the critical scrutiny of the best-known engineers of the entire 
civilized world, is that its underlying principles have been 
recognized to be fundamentally correct. The problems of 
reinforced concrete today are the same as they have been 
since the inception of the industry. There is no need to enter 
into a theoretical discussion to obtain the admission of the 
principle that steel and concrete must act together in insuring 
the strength and rigidity of a structure. To attain this end, 
the most perfect bond between the concrete and the steel must 
be attained. Moreover, more attention has been given in 
recent years to the properties of the steel employed than 
ever before. The elasticity of the steel is for all practi- 
cal purposes about equal to that of the concrete before 
the "elastic limit" in steel is attained. When this "elastic 
limit" is passed reinforced concrete failure occurs. This fact 



"Steelcrete' 
A Widely 
Used Rein- 
forcement 



Properties 
of Steel 
Employed 
Unattainable 
Elsewhere 



The 



Consolidated 



Expanded 



Metal 



Companie 



Purpose of 

'Steelcrete" 

Handbook 



has been known for many years but the difficulty encountered 
by the engineering profession has always been that it was im- 
practical to obtain a suitable quality of steel possessing a high 
elastic limit — synonymous with an ideal steel for reinforced 
concrete — and at the same time to preserve the most essential 
property of steel, i. e., that it should be of uniform quality. 
Attempts have always been made to attain this high elastic 
limit by the use of high carbon steel. Steel manufacturers 
looked askance when the reinforced concrete engineering pro- 
fession undertook to utilize this decidedly erratic grade of steel. 
It is not possible, even under present methods of steel manu- 
facture, to commercially turn out a high carbon steel bar with 
the degree of certainty that can be obtained in medium steels. 
An unanswerable proof in substantiation of this statement is 
found in the fact that the structural steel industry, with its 
enormous tonnage, uses by preference, medium steel, and the 
steel used for railroad bridges, where the greatest stresses and 
jars are anticipated, is an even softer grade of steel. In this 
connection, it should be stated that soft steel can be attained 
only by low carbon content. 

The rapid growth of concrete construction is bringing each 
day into the industry new forces in the character of engineers, 
superintendents, and contractors, not to mention new capital. 
Modern competition requires that all of these forces fully 
inform themselves on past practice as well as on the most 
up-to-date and widely-used methods in their particular field. 
Were it not for this reason, there would be no need of issuing 
and re-issuing any "Steelcrete" handbook. "Steelcrete" mesh 
is a part of so much important work throughout the United 
States that it is known even to the man who has only an occa- 
sional reason for delving into reinforced concrete work. No 
material, however meritorious, would be of long service to the 
trade were it not accompanied by full, technical information 
and explanations not only to aid the daily user of the material 
but to present in a concrete form the information necessary for 
a new man to arrive at his choice of reinforcement. No re- 
inforced concrete work is undertaken without careful thought 



The 



Consolidated 



Expanded 



Metal 



Companies 



on the part of the engineer, always designing with the end in 
view of improving on the last work he undertook. Improve- 
ment upon improvement has been one of the main reasons for 
the rapid strides of reinforced concrete. The material is meri- 
torious — unquestionably so — nevertheless, improper applica- 
tion and careless designs may nullify all the beneficial effects 
to be attained by the proper use of this remarkable building 
material. This has been recognized by every individual or 
concern interested in the development of reinforced concrete. 
The large Cement Associations engaged in promotion work 
have made enormous expenditures with the end in view of 
educating the industry to the possibilities in the use of this 
material. 

Weaknesses appearing in a finished reinforced concrete 
structure are irremediable. Years after completion, steel 
structures are .reinforced with plates and shapes because of a 
character of loading not considered or rigidity unattained by the 
original design. It should be borne in mind that this is not 
feasible in the case of a reinforced concrete structure, which is 
exceedingly difficult to alter after it is once poured. Thus, the 
fact is emphasized that this most flexible of modern building 
materials must be correctly used and more especially, the rein- 
forcement must be carefully selected. 

Recent developments have laid great emphasis upon the 
fact that reinforced concrete, to attain its greatest degree of 
usefulness, must be as nearly free from cracks as possible. To 
accomplish this, buildings and structures of all kinds must be 
designed for rigidity. They must be capable of absorbing 
those shocks and strains, which although admitted, are un- 
recognized by building codes and specifications, but which 
engineers universally know to exist, and greatly apprehend. 
We refer to such stresses as are obtained in the sudden jar 
encountered in the passing of a moving load, a heavy con- 
centrated load where it was not expected by the designer, or 
the dropping of a heavy weight, any one of which will produce 
stresses which far surpass the ordinary calculated uniform 
values. It should be kept in mind by everyone that the strains 



A Correct 
Reinforce- 
ment 



Indetermin- 
able Stresses 
are Real 
Ones 



9 



The Consolidated Expanded Metal Companies 

which are ordinarily provided for by the Engineer and which 
are covered by tables and formulas widely used offer protection 
only against quiescently applied and uniformly distributed 
loads. No formula or table provides against the strains pro- 
duced by a sudden shock or a high wind stress or the vibration 
of a building caused by machinery in operation, yet all of these 
stresses are real stresses. They are responsible for weaknesses 
in many buildings and structures. Provision for these indeter- 
minate stresses can only be made by the use of a reinforcing 
system which is capable of withstanding without injury to the 
concrete many times the quiescently applied load for which it 
was designed, one which takes care of and absorbs a concen- 
trated or suddenly applied load. 

Since the introduction of reinforced concrete, the distribu- 
tion of the steel in the concrete has been the great object of 
investigation. Systems innumerable have been advanced and 
examples of successful construction in numerous bridges, 
buildings, etc., are used by the various promoters to argue the 
relative advantages. The inevitable result of discussion and 
experiment must be and has been the survival of the fittest, 
until now the peculiar advantages and disadvantages of any 
system are readily discernible. All systems aim more or less — 
some crudely — to fulfill the recognized requirements of the 
steel and to develop in full the possibility of the concrete. We 
contend that in the light of experience, "Steelcrete" expanded 
metal has been unmatched by any other system in providing 
for the uncertain stresses encountered in reinforced concrete 
work and at the same time providing for an economical and 
practical reinforcement for a contractor taking into account 
the unskilled labor he is required to use. 

A High In order to emphasize the importance of the principles 

Elastic touched upon in the foregoing, it is mandatory to amplify 
some of the outstanding features : 



Ductility 



First — Any meritorious system of reinforcement must 
use a quality of steel which shall possess a high elastic limit 
provided only that such elastic limit is obtained in a uniform 



10 



The 



Consolidated 



Expanded 



ETAL COMPAN 



product and without accompanying loss of ductility. Steel 
with little ductility signifies that when it fails it ruptures sud- 
denly with little or no previous indication of failure. Ductile 
steel will elongate or twist before breaking, thereby adding a 
measurable degree of strength. It acts as a shock absorber in 
overstrained structures. It minimizes the possibility of collapse. 

"Steelcrete" expanded metal provides a low carbon steel 
with a high elastic limit. The carbon contents are .08 to .10 
per cent. The full value of this will not be recognized by the 
ordinary lay-reader but will be immediately grasped by any 
structural engineer, more especially, by a steel manufacturer. 
It is synonymous with saying that the steel is as nearly a uni- 
form quality as a commercial product can be turned out. 
"Steelcrete" expanded metal provides an elastic limit unattained 
in any low carbon steel by virtue of the process of manufacture. 
It is sufficient to say at this point that expanded metal has 
been repeatedly tested and to refer the inquirer to the chapter 
on tests conducted under the auspices of the Columbia Uni- 
versity Testing Laboratory embodied in this handbook. The 
ductility of expanded metal is such that any strand cut from 
any normal sheet on the field may be bent flat on itself — a 
property almost incredible in a steel possessing an "elastic 
limit" of 55,000 to 65,000 pounds per square inch. 

Second — Provision must be made for the absorption of 
falling loads or jarring of a building caused by revolving 
machinery, as well as by wind stresses. The web-like structure 
of expanded metal distributes the stresses to other portions of 
the slab and thus constitutes the ideal method of obtaining a 
reinforcement providing for these uncertain yet commonly 
occurring loads in actual practice. Proper provision against 
such jarring means the minimizing of cracks and the assured 
permanence of the concrete structure. 

Third — One of the constant worries attendant not only 
on the engineer designing the reinforced concrete structure 
but on the contractor engaged in the execution of the work is 
the correct position and location of the steel in the concrete. 



A Web-Like 
Structure 



Does Away 
with Intricate 
Blueprints 
on a Job 



11 



Th E Consolidated Exp ANDED aiTTT^ Companx 




Fig. (l)-Showing process of manufacture of a deployed mesh. This was 
at one time a widely used reinforcement 




Fig. (2)— Another illustration of a later deployed mesh 



12 



The 



Consolidated 



Expanded 



M 



Companies 




Fig. (3)— "Steelcrete" 
the cold-drawn mesh. 



Mesh, showing present process of manufacture of 
This process has supplanted completely the two 
preceding ones shown 



What Is « 'Steelcrete' ' Mesh? 

THE preceding illustrations depict the difference between the old and 
the new product. "Steelcrete" mesh is manufactured by a cold-drawn 
process. It, therefore, possesses great unit strength and a high elastic 
limit. A mesh that is not cold drawn but merely deployed is necessarily 
low in value in both of these properties. A distinctive feature of "Steelcrete," 
in addition to above, is its uniformity of quality and stiffness. It makes a 
taut reinforcement, requiring no stretching to take the "waves" out of it. 
You can be sure of what you are getting by specifying "Steelcrete" mesh. 



13 



The Consolidated Expanded Metal Companies 

"Steelcrete" mesh is not a new system, nor does it require 
formulas peculiar to itself. It does, however, provide a system 
which fulfills the most difficult and exacting requirements in 
respect to the disposition of the embedded steel. In this regard 
"Steelcrete" expanded metal stands out pre-eminently and 
alone by reason of its two great features — the elimination of 
doubt and 100 per cent efficiency of steel. In these two attri- 
butes, this system out-distances all competitors. It may be 
safely predicted that if reinforced concrete work will follow 
other lines of engineering endeavor and will continue to hold 
its place as a sound and sane construction, all principles, systems 
or members whose usefulness cannot be definitely assured and 
whose value in practical work cannot be ascertained or which 
are in any way uncertain in practical application will be ulti- 
mately supplanted in all important construction by such sys- 
tems as best fulfill these requirements — requirements which 
are exacted in every other branch of engineering endeavor. 

What ' 'Steelcrete' ' Mesh Is 

"Steelcrete" Expanded Metal, at once the oldest and 
most widely-known concrete reinforcement, has itself under- 
gone developments until it possesses today all the qualities 
above described. It is not uncommon, however, to find engi- 
neers and contractors, long in the business, who are unac- 
quainted with the properties of this material. 

A Cold drawn "Steelcrete" Expanded Metal is not a steel plate which 

Fabric ^ been slit in one operation and in the second operation 
pulled and enlarged into a large sheet of diamond-shaped 
meshes. In the "Steelcrete" process, the diamond-shaped 
meshes are formed by cold drawing the metal at an enormous 
speed by intensely developed and highly specialized machines. 
The preceding illustrations indicate just what is meant by the 
term "Steelcrete Expanded Metal." Being a mesh which is 
manufactured by a cold drawn process it possesses great 
ultimate strength and high elastic limit. The distinctive fea- 
ture of "Steelcrete," in addition to the above, is its uniformity 

14 



The Consolidated Expanded Metal Companies 

of quality and stiffness. It makes a taut reinforcement re- 
quiring no stretching to take the " waves" out of it. 

It is this cold working of the steel at exceedingly high speeds 
that gives to "Steelcrete" expanded metal its distinguishing 
properties. The metal has not been deployed, but has been 
cold drawn to its diamond mesh shape. Additional distinguish- 
ing features of "Steelcrete" expanded metal are the accuracy 
of the manufacture of its strands, the improved mechanical 
appearance of the material, and most important of all, the 
stiffness of the flat sheet. The illustrations on pages 4 and 6 
were included for the purpose of conveying some idea of the 
incredible rigidity of this product of flat sheet form. This is 
only made possible by its mechanical construction. The ad- 
vantages of this stiffness in connection with the distribution 
of the steel in the concrete is too obvious to dwell upon. 

The effect of the process on the steel in making "Steelcrete" 
expanded metal is not unlike the cold-twisting of a square 
bar, the cold rolling of a steel shape, or in fact, the cold working 
of any piece of steel by which due to strange phenomena 
characteristic of this metal, the quality is improved, the ulti- 
mate strength increased and its elastic limit more than doubled. 
The original plate is of soft open hearth steel containing a low 
percentage of carbon. In the finished product, the ultimate 
strength has been raised from 20 to 50 per cent and its elastic 
limit increased by 100 per cent. From the very beginning of 
reinforced work, the success of "Steelcrete" expanded metal 
has been continuous. Innumerable tests have been made and 
always the results have proven better than expected. 

"Steelcrete" expanded metal is strictly speaking a material Uniformity 
with a high elastic limit. This ranges from 55,000 to' 65,000 of Material 
pounds per square inch. The value of these figures for a con- 
crete reinforcement will be recognized by all students of this 
class of material. In addition to this great advantage is the 
guarantee of uniformity of material due to the soft steel plate 
from which the fabric is made. A high elastic limit is usually 
synonymous with uncertainty. In "Steelcrete" expanded 

15 



The Consolidated Expanded Metal Companies 

metal, we have a material possessing a high elastic limit and 
at the same time a guaranteed uniformity of quality and a low 
ductility. 

On pages 6 and 13 are found reproduction of sheets of 
"Steelcrete" expanded metal. Its structure should be care- 
fully noted. It will be seen that the openings are amply large 
enough to permit the concrete to completely surround and 
embed the steel. We have elsewhere dwelt upon the importance 
of the bond and the guarantee of strength in this respect 
offered by the use of "Steelcrete" mesh. It is obvious that 
because of its structure, no possibility of slipping is encountered. 
It is unique in metal fabrics for reinforcing slabs. Its diamond- 
shaped structure provides a distinctive feature to which we 
desire now to draw your attention and the value of which has 
only been touched upon heretofore. The strands are seen to 
extend in every direction. A sudden concentrated load which 
would prove fatal to any straight-line reinforcement is amply 
taken care of here as the stress will be distributed to all the 
adjoining strands. 

The The illustrations on page 19 bring out exactly the point 

Structure of to be noted at this time. All of the adjoining strands in prox- 
"Steelcrete" i m ity to the concentrated load are immediately put into tension. 
In straight-line reinforcement only three or four wires or rods 
are commonly available for this purpose. Its weakness in this 
respect is obvious. "Steelcrete" expanded metal provides a 
hammock-like resistance to the concentrated load. No better 
protection against the unforeseeable could be found than is 
offered here. Engineers are forced to design what are quies- 
cently applied and uniformly distributed loads in the absence 
of any better method, although such loads are the least likely 
to occur in practice. On the other hand, the heavy concentrated 
load or the dropping of a heavy weight from as short a height 
as one foot will produce stresses which far surpass the ordinary 
calculated uniform ones. 

In buying a reinforcement, buy that which gives the 
greatest protection against what cannot be foreseen, but which 

16 



The Consolidated Expanded Metal Companies 

is nevertheless certain. "Steelerete" meshes furnish a protection 
against shocks, internal or external explosions and sudden 
drops of heavy loads within the building. When "Steelcrete" 
expanded metal is chosen a material is selected which has stood 
the test of almost thirty years in actual work and which is 
unsurpassed in quality, structure or efficiency at the present day. 

Reinforced concrete has been sometimes called structural 
concrete. The fact is thereby implied that it is subject to 
mathematical investigation. Its stresses and their characters 
may not be as definitely known as those of structural steel, but 
the function of each member has been empirically ascertained, 
more especially that of the steel and its location in the concrete. 
"Steelcrete" mesh offers a complete solution of the uncertainty 
encountered in the placing of the steel in the concrete. It is 
pre-eminently a reinforcement for unskilled labor. Engineers 
may figure long over and delve deeply into their mathematics, 
but it must be admitted that it is the common laborer who 
determines the final position of the neutral axis. It is brawn 
rather than brains that finally determines the safety of the 
structure. All modern engineering is concentrated in an effort 
to eliminate the human element and take away from un- 
skilled labor the ability to reduce the value of a structure by 
lack of knowledge of the essentials. "Steelcrete" Mesh shipped 
in flat sheets offers a complete solution to this problem. The 
foreman on the job does not even require ability to read a blue 
print. A large area may be covered without spacing. The 
stiffness of a "Steelcrete" expanded metal sheet has already 
been referred to. The ease in handling offered by comparatively 
small, stiff, flat sheets makes it the popular reinforcement for 
the contractor. 

"Steelcrete" Mesh lies naturally in the plane of tension The Long 
designed for it. This is not so in the case of a long roll rein- Roll vs. the 
forcement. The long roll does not offer the guarantee of placing Flat Sneet 
the reinforcement exactly as required. While cross-wires may 
space it correctly in the horizontal plane, the unrolled fabric, 
however, has a wavy or warped form in practice, offering an 

17 



The Consolidated Expanded Metal Compan 




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How straight line reinforcement takes care of a concentrated load. Only three or four 

wires or rods commonly available for this purpose. The 

weakness in this respect is obvious 



18 



The Consolidated Expanded Metal Compan 




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How "Steelcrete" Mesh takes care of a concentrated load. All the strands within the heavy 
lines a-a are aiding directly to sustain it. The strands without, also 
are in tension, to a lesser extent 



19 



The Consolidated Expanded Metal Companies 

element of uncertainty as regards its position in the vertical 
plane. If in a common slab, with an effective depth of only 
three or four inches, the reinforcement, because of its form, 
becomes displaced a half inch in vertical direction, the strength 
of the slab becomes greatly impaired. The fact that tests do well 
proves little. The placing is then under expert supervision. In 
practice the placing is left to unskilled labor. The position of 
the reinforcement in the vertical plane is obviously of far 
greater importance than in the horizontal plane. 

A reinforcement that does not rest absolutely flat but 
curves vertically even to a slight extent, cannot prove effective 
until it has stretched tight. This necessitates a slipping in 
the concrete and a breaking of the bond in the readjustment 
of the steel. The detriment to the slab is obvious. This is 
all avoided by the use of "Steelcrete" mesh. The correct 
position of the steel is assured, both vertically and horizontally. 
No slipping in the concrete is necessary for initial tension. 
Unskilled labor with ordinary supervision gives satisfaction in 
placing. The architect or engineer is relieved of anxiety over 
an uncertain problem, while the contractor is freed from the 
responsibility of a matter he feels should be beyond his sphere. 

The None the least of the lessons to be learned from the tests 

importance • £ -. 

of Bond on reintorced concrete structures is the tremendous importance 
of securing a reinforcement in which the bond obtained between 
the steel and the concrete is the maximum. When "Steelcrete" 
Expanded Metal is chosen, the question of bond is one about 
which the Engineer need have no concern whatsoever. The 
bond attained between the diamond meshes, all under tension, 
is the most perfect that ingenuity could devise. No possibility 
of slipping is encountered. The connecting ties are stronger 
than the strands themselves. Their strength does not depend 
on the care of a common laborer in their manufacture, as it 
is mechanically impossible to vary this tie in a measurable 
amount. The possibility of slipping is eliminated from rein- 
forced concrete work. When the steel has slipped it can take 
no stresses from the concrete. 

20 



The Consolidated Expanded Metal Compan 

Steel and concrete, by a fortunate combination of desirable 
properties, unite to form a building material surpassed by none. 
In order for them to work together it is evident that the bond 
should be as nearly perfect as possible, as the stresses must be 
continually transmitted from the steel into the concrete and 
from the concrete into the steel. It is evident from the inspec- 
tion of a sheet of "Steelcrete" mesh that the bond attained 
by the enmeshing of the concrete is perfect. There is seen to 
be no possibility of slippage. In addition to this, the individual 
strands have the rough surface of a sheared bar, which makes 
an ideal grip for the cement. 

General Theory and Design 

In selecting a basis for design of concrete steel structures, 
the engineer, architect or contractor has in view two ultimate 
objects — first, the safety of the building — second, the econ- 
omy of construction. Hence, the general requirements that 
they should first err on the side of safety — secondly, all other 
things being equal, the simplest is the most desirable. Rein- 
forced concrete is a complex material and hair-splitting accuracy 
in design is neither possible nor necessary. While such struc- 
tures can be subjected to rigorous mathematical investigation, 
the formulas deduced are complex and unwieldy and the results 
obtained, compared with those of more simple formulas in 
common use, do not warrant the refinement. 

As long ago as 1903 and 1904, in the interests of simplicity 
and uniformity, special committees were appointed by the 
American Society of Civil Engineers, American Society for 
Testing Materials, American Railway Engineering and Main- 
tenance of Way Association and the Association of American 
Portland Cement Manufacturers to confer and unite in recom- 
mending necessary factors and formulas required in designing 
of structures in which concrete steel is used. This committee 
was called the " Joint Committee" and from time to time has 
made reports to their various societies embodying a summary 
of practical formulas and general uniform assumptions as a 

21 



The Consolidated Expanded Metal Companies 

basis for calculations relating to strength of structure. These 
formulas and assumptions are so widely used that they form 
the basis of reinforced concrete design in the United States. 
The aim in view has been to arrive at simplicity, believing that 
refinement is unnecessary in ordinary routine work. No better 
basis for calculations of tables could be found than were em- 
bodied in this report. The final report was made in July, 1916, 
and is given in full herewith with the end in view that it may 
be embodied in this handbook in handy reference form for all 
investigators of the mathematics of reinforced concrete struc- 
tures. 



22 



Final Report 

of the 

Joint Committee on 

Concrete and Reinforced 

Concrete 



Preliminary Draft Prepared and Submitted by the Secretary, October 27, 1908 

Amended and Adopted by Letter Ballot of the Committee, December 20, 1908 

Revised and Brought up to Date, November 20, 1912 

Final Report Adopted by the Committee, July 1, 1916 



AFFILIATED COMMITTEES 

OF THE 

American Society of Civil Engineers 

American Society for Testing Materials 

American Railway Engineering Association 

Portland Cement Association 

American Concrete Institute 



July 1, 1916 



Consolidated 



Expanded 



Metal Companies 



American 

Society of 

Civil 

Engineers 



Chapter I 

Introduction 

THE Joint Committee on Concrete and Reinforced Con- 
crete was formed by the union of Special Committees 
appointed in 1903 and 1904 by the American Society 
of Civil Engineers, the American Society for Testing Materials, 
the American Railway Engineering and Maintenance of Way 
Association (now the American Railway Engineering Associa- 
tion), and the Association of American Portland Cement 
Manufacturers (now the Portland Cement Association). In 
1915 there was added a Special Committee appointed by the 
American Concrete Institute at the invitation of the Joint 
Committee. 

The present organization and membership of the Joint 
Committee is as follows: 

Officers 

Chairman — Joseph R. Worcester. 
V ice-Chairman — Emil Swensson. 
Secretary — Richard L. Humphrey. 

Members 

John E. Greiner, Consulting Engineer, Baltimore, Md. 

William K. Hatt, Professor of Civil Engineering, Purdue Uni- 
versity, Lafayette, Ind. 

Olaf Hoff, Consulting Engineer, 149 Broadway, New York, N.Y. 

Richard L. Humphrey, Consulting Engineer, 805 Harrison 
Building, Philadelphia, Pa. 

Robert W. Lesley, Past-President, Association of American 
Portland Cement Manufacturers, Pennsylvania Building, 
Philadelphia, Pa. 

Emil Swensson, Consulting Engineer, 925 Frick Building, 
Pittsburgh, Pa. 

Arthur N. Talbot, Professor of Municipal and Sanitary Engi- 
neering, University of Illinois, Urbana, 111. 

Joseph R. Worcester, Consulting Engineer, 79 Milk Street, 
Boston, Mass. 



24 



The 



Consolidated 



Expanded 



Metal 



Companies 



William B. Fuller, Consulting Engineer, 150 Nassau Street, 

New York N. Y. 
Edward E. Hughes, General Manager, Franklin Steel Works, 

Franklin, Pa. 

Richard L. Humphrey, Consulting Engineer, 805 Harrison 
Building, Philadelphia, Pa. 

Albert L. Johnson, Vice-President and General Manager, Corru- 
gated Bar Company, Mutual Life Building, Buffalo, N. Y. 

Robert W. Lesley, Past-President, Association of American 
Portland Cement Manufacturers, Pennsylvania Building, 
Philadelphia, Pa. 

Gaetano Lanza, The Montevista, Sixty-third and Oxford 
Streets, Overbrook, Philadelphia, Pa. 

Leon S. Moisseiff, Consulting Engineer, 69 Wall Street, New 
York, N. Y. 

Henry H. Quimby, Chief Engineer, Department of City Transit, 
Bourse Building, Philadelphia, Pa. 

Sanford E. Thompson, Consulting Engineer, 136 Federal Street, 
Boston, Mass. 

Frederick R. Turneaure, Dean of College of Mechanics and 
Engineering, University of Wisconsin, Madison, Wis. 

Samuel Tobias Wagner, Chief Engineer, Philadelphia and Read- 
ing Railway Company, Reading Terminal, Philadelphia, Pa. 

George S. Webster, Director, Wharves, Docks and Ferries, 
Bourse Building, Philadelphia, Pa. 

H. A. Cassil, Division Engineer, Baltimore and Ohio Railway 
Company, New Castle, Pa. 

Frederick E. Schall, Bridge Engineer, Lehigh Valley Railway 
Company, South Bethlehem, Pa. 

Frederick P. Sisson, Assistant Engineer, Grand Trunk Railway, 
Detroit, Mich. 

Joseph J. Yates, Bridge Engineer, Central Railroad of New 
Jersey, 143 Liberty Street, New York, N. Y. 



American 
Society for 
Testing 
Materials 



American 
Railway 
Engineering 
Association 



25 



Th 



Consolidated Expanded Metal Compan 



Portland 

Cement 

Association 



Norman D. Fraser, President Chicago Portland Cement Com- 
pany, 30 North La Salle Street, Chicago, 111. 

Robert E. Griffith, Vice-President, Giant Portland Cement 
Company, Pennsylvania Building, Philadelphia, Pa. 

Spencer B. Newberry, President, Sandusky Portland Cement 
Company, Engineers' Building, Cleveland, Ohio. 

American Edward Godfrey, Structural Engineer, Robert W. Hunt & Co., 
In^kute Monongahela Building, Pittsburgh, Pa. 

Egbert J. Moore, Chief Engineer, Turner Construction Com- 
pany, 11 Broadway, New York, N. Y. 
Leonard C. Wason, President, Aberthaw Construction Com- 
pany, 27 School Street, Boston, Mass. 

Progress reports by the Joint Committee were presented 
to the parent societies in 1909 and 1912. The report presented 
in 1912 has been printed by the American Society for Testing 
Materials and the American Railway Engineering Association, 
and reference to that report may be made for details regarding 
the earlier work of the Joint Committee, a historical sketch 
of the introduction of concrete and reinforced concrete, and a 
bibliography of authorities upon which the report was based. 

The Committee has been much gratified at the reception 
accorded its 1912 report, and realizes the responsibility which 
rests upon it because of the very extensive adoption of its recom- 
mendations in current practice in this country. The members 
of the Committee are well aware of the incompleteness of that 
report, and even now they are unable to pass judgment upon 
some matters not dealt with in the present report. 

Since 1912 the Committee has continued its study of the 
subject, has followed the working out of its recommendations 
in actual construction, has weighed arguments and criticisms 
which have come to its attention, and has considered new 
experimental data. While the Committee sees no reason for 
making any fundamental changes, the recommendations of its 
previous report have been revised to some extent, and consider- 
able new material has been added upon subjects not pre- 

26 



The Consolidated Expanded Metal Companies 

viously touched. There are some subjects upon which experi- 
mentation is still in progress, and the art of concrete and 
reinforced concrete will be advancing for many years to come. 

While this report deals with every kind of stress to which 
concrete is subjected and includes all ordinary conditions of 
proportioning and handling, it does not go into all types of con- 
struction nor all the applications to which concrete and rein- 
forced concrete may be put. The report is not a specification 
but may be used as a basis for specifications. In their use con- 
crete and reinforced concrete involve the exercise of good 
judgment to a greater degree than do any other building 
materials. Rules cannot produce or supersede judgment; on 
the contrary, judgment should control the interpretation and 
application of rules. 

The Committee has not attempted in every case to present 
rigidly scientific methods of analysis in dealing with stresses, 
but has aimed to furnish rules which will lead to safe results 
sufficiently close for ordinary design. 

The Committee presumes that the application of the recom- 
mendations in this report to the design of any structure will be 
made only by persons having an adequate knowledge of the 
principles of structural design. Only persons with such knowl- 
edge and experience should be called upon to design reinforced 
concrete structures. 

The Joint Committee has reached the conclusion that, with 
this effort to express the present state of the art, it would be 
desirable for it to withdraw from the field. This action has been 
taken in the hope that a work similar to that which the Com- 
mittee has attempted to perform will again be undertaken, 
within a reasonable term of years, in order that there may be 
some authoritative body to consider and pass upon newly 
acquired knowledge and information, gleaned from experience. 
The Committee feels certain, however, that it would be for 
the better interest of the profession to entrust this work 
to other hands rather than to continue the present organization 
with this object in view. 

27 



The Consolidated Expanded Metal Companies 

Chapter II 

Adaptability of Concrete and Reinforced Concrete 

HE adaptability of concrete and reinforced concrete for 



T 



engineering structures or parts thereof, is so well estab- 
lished that they are recognized materials of construction. 
When properly used, they have proved satisfactory for those 
purposes for which their qualities make them particularly 
suitable. 

Uses Plain concrete is well adapted for structures in which the 

principal stresses are compressive, such as: — foundations, 
dams, retaining and other walls, tunnels, piers, abutments, and, 
in many cases, arches. 

By the use of metal reinforcement to resist the principal 
tensile stresses, concrete becomes available for general use in 
various structures and structural forms. This combination of 
concrete and metal is particularly advantageous in structural 
members subject to both compression and tension, and in 
columns where, although the main stresses are compressive, 
there is also cross-bending. 

Metal reinforcement may also be used to advantage to 
distribute and minimize cracks due to shrinkage and tem- 
perature changes. 

Precautions Failures of reinforced concrete structures have been due 

usually to some one or more of the following causes : 

Defective design, poor material, faulty execution, or pre- 
mature removal of forms. 

To prevent failures or otherwise unsatisfactory results, the 
following precautions should be taken: 

The computations and assumptions on which the design 
is based should be in accordance with the established principles 
of mechanics. The unit stresses and details of the design 
should conform to accepted good practice. Materials used for 
the concrete as well as for the reinforcement should be carefully 
inspected and tested, special attention being given to the 

28 



The Consolidated Expanded Metal Companies 

testing of the sand, as poor sand has proved a frequent cause 
of failure. The measuring and combining of the materials 
which go to make up the concrete, and the placing of the con- 
crete in the forms, should be under the supervision of experi- 
enced men. The metal for reinforcement should be of a quality 
conforming to standard specifications. Care should be taken 
to obtain good bond between different fills of concrete, to pre- 
vent concrete from freezing before the cement has set, to have 
the materials thoroughly mixed, to avoid too wet or too dry 
a consistency, and to- have the forms cleaned before concrete 
is placed. 

The computations should include all details; even minor 
details may be of the utmost importance. The design should 
show clearly the size and position of the reinforcement, and 
should provide for proper connection between the component 
parts so that they cannot be displaced. As the connections 
between reinforced concrete members are frequently a source 
of weakness, the design should include a detailed study of such 
connections. 

The concrete should be rigidly supported until it has 
developed sufficient strength to carry imposed loads. The 
most careful and experienced inspection is necessary to deter- 
mine when the concrete has set sufficiently for it to be safe to 
remove forms. Frozen concrete frequently has been mistaken 
for properly set concrete. 

The execution of the work should not be separated from the Design and 
design, as intelligent supervision and successful execution can Supervision 
be expected only when both functions are combined. It is 
desirable, therefore, that the engineer who prepares the design 
and specifications should have supervision of the execution of 
the work. 

The Committee recommends the following practice for the 
purpose of fixing the responsibility and providing for adequate 
supervision during construction: 

(a) Before work is commenced, complete plans and speci- 
fications should be prepared, giving the dead and live loads, 

29 



The Consolidated Expanded Metal Companie 



wind and impact, if any, and working stresses, showing the 
general arrangement and all details. The plans should show 
the size, length, location of points of bending, and exact position 
of all reinforcement, including stirrups, ties, hooping and 
splicing. 

(6) The specifications should state the qualities of the mate- 
rials and the proportions in which they are to be used. 

(c) The strength which the concrete is expected to attain 
after a definite period should be stated in the specifications. 

(d) Inspection during construction should be made by com- 
petent inspectors selected by and under the supervision of the 
engineer, and should cover the following: 

1. Materials. 

2. Construction and erection of the forms and supports. 

3. Sizes, shapes, arrangement, position and fastening of 
the reinforcement. 

4. Proportioning, mixing, consistency, and placing of the 
concrete. 

5. Strength of the concrete by tests of standard test pieces 
made on the work. 

6. Whether the concrete is sufficiently hardened before 
the forms and supports are removed. 

7. Protection from injury of all parts of the structure. 

8. Comparison of dimensions of all parts of the finished 
structure with the plans. 

(e) Load tests on portions of the finished structure should 
be made where there is reasonable suspicion that the- work 
has not been properly performed, or that, through influences 
of some kind, the strength has been impaired, or where there 
is any doubt as to the sufficiency of the design. The loading 
should be carried to such a point that the calculated stresses 
under such loading shall be one and three-quarters times the 
allowed working stresses, and such loads should cause no in- 
jurious permanent deformations. Load tests should not be 
made before the concrete has been in place sixty days. 

30 



The Consolidated Expanded Metal Companies 

(a) Corrosion of Metal Reinforcement — Tests and experi- Destructive 
ence indicate that steel sufficiently embedded in good concrete Agencies 
is well protected against corrosion, no matter whether located 
above or below water level. It is recommended that such pro- 
tection be not less than 1-inch in thickness. If the concrete 
is porous so as to be readily permeable by water, as when the 
concrete is laid with a very dry consistency, the metal may 
corrode on account of the presence of moisture and air. 

(6) Electrolysis — The experimental data available on this 
subject seem to show that while reinforced concrete structures 
may, under certain conditions, be injured by the flow of electric 
current in either direction between the reinforcing material 
and the concrete, such injury is generally to be expected only 
where voltages are considerably higher than those which usually 
occur in concrete structures in practice. If the iron be positive, 
trouble may manifest itself by corrosion of the iron accompanied 
by cracking of the concrete, and, if the iron be negative, there 
may be a softening of the concrete near the surface of the iron, 
resulting in a destruction of the bond. The former, or anode 
effect, decreases much more rapidly than the voltage, and almost if 
not quite disappears at voltages that are most likely to be 
encountered in practice. The cathode effect, on the other hand, 
takes place even, under very low voltages, and is therefore more 
important from a practical standpoint than that of the anode. 

Structures containing salt or calcium chloride, even in 
very small quantities, are very much more susceptible to the 
effects of electric currents than normal concrete, the anode 
effect progressing much more rapidly in the presence of chlorine, 
and the cathode effect being greatly increased by the presence 
of an alkali metal. 

There is great weight of evidence to show that normal rein- 
forced concrete structures free from salt are in very little danger 
under most practical conditions, while non-reinforced concrete 
structures are practically immune from electrolysis troubles. 

(c) Sea Water — The data available concerning the effect 
of sea water on concrete or reinforced concrete are limited and 

31 



The Consolidated Expanded Metal Companies 

inconclusive. Sea walls out of the range of frost action have 
been standing for many years without apparent injury. In 
many places serious disintegration has taken place. This has 
occurred chiefly between low and high tide levels and is due, 
evidently, in part to frost. Chemical action also appears to be 
indicated by the softening of the mortar. To effect the best 
resistance to sea water, the concrete must be proportioned, 
mixed and placed so as to prevent the penetration of sea water 
into the mass or through the joints. The aggregates should be 
carefully selected, graded and proportioned with the cement 
so as to secure the maximum possible density; the concrete 
should be thoroughly mixed; the joints between old and new 
work should be made watertight; and the concrete should be 
kept from exposure to sea water until it is thoroughly hard 
and impervious. 

(d) Acids — Dense concrete thoroughly hardened is affected 
appreciably only by acids which seriously injure other materials. 
Substances like manure that contain acids may injuriously affect 
green concrete, but do not affect concrete that is thoroughly 
hardened. 

(e) Oils — Concrete is unaffected by such mineral oils as 
petroleum and ordinary engine oils. Oils which contain fatty 
acids produce injurious effects, forming compounds with the 
lime which may result in a disintegration of the concrete in 
contact with them. 

(/) Alkalies — The action of alkalies on concrete is prob- 
lematical. In the reclamation of arid land where the soil is 
heavily charged with alkaline salts it has been found that 
concrete, stone, brick, iron and other materials are injured 
under certain conditions. It would seem that at the level of 
the ground water in an extremely dry atmosphere such struc- 
tures are disintegrated, through the rapid crystallization of the 
alkaline salts, resulting from the alternate wetting and drying 
of the surface. Such destructive action can be prevented by 
the use of a protective coating and is minimized by securing 
a dense concrete. 

32 



Cement 



The Consolidated Expanded Metal Companie 

Chapter III 

Materials 

The quality of all the materials is of paramount importance. 
The cement and also the aggregates should be subject to definite 
requirements and tests. 

There are available for construction purposes Portland, 
Natural and Puzzolan or Slag cements. 

(a) Portland Cement is the product obtained by finely 
pulverizing clinker produced by calcining to incipient fusion, 
an intimate and properly proportioned mixture of argillaceous 
and calcareous materials, with no additions subsequent to 
calcination excepting water and calcined or uncalcined gypsum. 

It has a definite chemical composition varying within 
comparatively narrow limits. 

Portland cement only should be used in reinforced concrete 
construction or in any construction that will be subject to 
shocks, vibrations, or stresses other than direct compression. 

(b) Natural Cement is the finely pulverized product result- 
ing from the calcination of an argillaceous limestone at a tem- 
perature only sufficient to drive off the carbonic acid gas. 

Although the limestone must have a certain composition, 
this composition may vary within much wider limits than in 
the case of Portland cement. Natural cement does not develop 
its strength as quickly nor is it as uniform in composition as 
Portland cement. 

Natural cement may be used in massive masonry where 
weight rather than strength is the essential feature. 

Where economy is the governing factor a comparison may 
be made between the use of natural cement and a leaner mix- 
ture of Portland cement that will develop the same strength. 

(c) Puzzolan or Slag Cement is the product resulting from 
finely pulverizing a mechanical mixture of granulated basic 
blast-furnace slag and hydrated lime. 

33 



The Consolidated Expanded Metal Companies 

Puzzolan cement is not nearly as strong, uniform, or 
reliable as Portland or natural cement, is not used extensively, 
and never in important work; it should be used only for un- 
important foundation work underground where it is not exposed 
to air or running water. 

(d) Specifications — The cement should meet the require- 
ments of the specifications and methods of tests for Portland 
cement, which are the result of the joint labors of special com- 
mittees of the American Society of Civil Engineers, American 
Society for Testing Materials, American Railway Engineering 
Association, and other affiliated organizations, and the United 
> States Government. 

Aggregates Extreme care should be exercised in selecting the aggre- 

gates for mortar and concrete, and careful tests made of the 
materials for the purpose of determining the quality and 
grading necessary to secure maximum density 1 or a minimum 
percentage of voids. Bank gravel should be separated by screen- 
ing into fine and coarse aggregates and then used in the pro- 
portions to be determined by density tests. 

(a) Fine Aggregate should consist of sand, or the screenings 
of gravel or crushed stone, graded from fine to coarse, and 
passing when dry a screen having 34~ m ch diameter holes; 2 it 
preferably should be of siliceous material, and not more than 
30 per cent by weight, should pass a sieve having 50 meshes per 
linear inch; it should be clean, and free from soft particles, 
lumps of clay, vegetable loam or other organic matter. 

Fine aggregate should always be tested for strength. It 
should be of such quality that mortar composed of one part 
Portland Cement and three parts fine aggregate by weight 
when made into briquettes, prisms or cylinders will show a ten- 
sile or compressive strength, at an age of not less than 7 days, 
at least equal to the strength of 1:3 mortar of the same con- 
sistency made with the same cement and standard Ottawa 



1 A convenient coefficient of density is tbe ratio of the sum of the volumes of solid 
particles contained in a unit volume to the total unit volume. 

2 If the dividing size between the fine and coarse aggregate is less or greater than one- 
quarter inch, allowance should be made in grading and proportioning. 

34 



The Consolidated Expanded Metal Companie 

sand. 1 If the aggregate be of poorer quality, the proportion 
of cement should be increased to secure the desired strength. 
If the strength developed by the aggregate in the 1:3 mortar 
is less than 70 per cent of the strength of the Ottawa-sand 
mortar, the material should be rejected. In testing aggregates 
care should be exercised to avoid the removal of any coating 
on the grains, which may affect the strength; bank sands 
should not be dried before being made into mortar, but should 
contain natural moisture. The percentage of moisture may 
be determined upon a separate sample for correcting weight. 
From 10 to 40 per cent more water may be required in mixing 
bank or artificial sands than for standard Ottawa sand to pro- 
duce the same consistency. 

(b) Coarse Aggregate should consist of gravel or crushed 
stone which is retained on a screen having J^-inch diameter 
holes, and should be graded from the smallest to the largest 
particles; it should be clean, hard, durable, and free from all 
deleterious matter. Aggregates containing dust and soft, flat 
or elongated particles, should be excluded. The Committee 
does not feel warranted in recommending the use of blast 
furnace slag as an aggregate, in the absence of adequate data 
as to its value, especially in reinforced concrete construction. 
No satisfactory specifications or methods of inspection have 
been developed that will control its uniformity and ensure 
the durability of the concrete in which it is used. 

The aggregate must be small enough to produce with the 
mortar a homogeneous concrete of sluggish consistency which 
will pass readily between and easily surround the reinforcement 
and fill all parts of the forms. The maximum size of particles 
is variously determined for different types of construction from 
that which will pass a J^-inch ring to that which will pass 
a lj^-inch ring. 

For concrete in large masses the size of the coarse aggregate 
may be increased, as a large aggregate produces a stronger 

1 A natural sand obtained at Ottawa, Illinois, passing a screen having 20 meshes and 
retained on a screen having 30 meshes per linear inch; prepared and furnished by the 
Ottawa Silica Company, for 2 cents per pound f. o. b. cars, Ottawa, Illinois. 

35 



The 



Consolidated 



Expanded 



Metal 



Companies 



Water 



concrete than a fine one; however, it should be noted that the 
danger of separation from the mortar becomes greater as the 
size of the coarse aggregate increases. 

Cinder concrete should not be used for reinforced concrete 
structures except in floor slabs not exceeding 8 foot span. It 
also may be used for fire protection purposes where not required 
to carry loads. The cinders used should be composed of hard, 
clean, vitreous clinker, free from sulphides, unburned coal or 
ashes. 

The water used in mixing concrete should be free from oil, 
acid, alkali, or organic matter. 



Metal The Committee recommends as a suitable material for 

Reinforce- reinforcement, steel of structural grade filling the requirements 
ment of the Specifications for Billet-Steel Concrete Reinforcement 
Bars of the American Society for Testing Materials. _ 

For reinforcing slabs, small beams or minor details, or for 
reinforcing for shrinkage and temperature stresses, steel wire, 
expanded metal, or other reticulated steel may be used, with 
the unit stresses hereinafter recommended. 

The reinforcement should be free from flaking rust, scale, 
or coatings of any character which would tend to reduce or 
destroy the bond. 

Chapter IV 

Mixing and Placing 
Proportions ^j^ materials should be carefully selected, of uniform 

quality, and proportioned with a view to securing as nearly 
as possible a maximum density, which is obtained by grading 
the aggregates so that the smaller particles fill the spaces be- 
tween the larger thus reducing the voids in the aggregate to 
the minimum. 

(a) Unit of Measure — The measurement of the fine and 
coarse aggregates should be by loose volume. The unit of 
measure should be a bag of cement, containing 94 lb. net, 
which should be considered the equivalent of one cubic foot. 

36 



The Consolidated Expanded Metal. Companies 

(b) Relation of Fine and Coarse Aggregates — The fine and 
coarse aggregates should be used in such proportions as will 
secure maximum density. These proportions should be care- 
fully determined by density experiments and the grading of the 
fine and coarse aggregates should be uniformly maintained, or 
the proportions changed to meet the varying sizes. 

(c) Relation of Cement and Aggregates — For reinforced 
concrete construction, one part of cement to a total of six 
parts of fine and coarse aggregates measured separately should 
generally be used. For columns, richer mixtures are preferable. 
In massive masonry or rubble concrete a mixture of 1 : 9 or 
even 1 : 12 may be used. 

These proportions should be determined by the strength or 
other qualities required in the construction at the critical period 
of use. Experience and judgment based on observation and 
tests of similar conditions in similar localities are excellent 
guides as to the proper proportions for any particular case. 

In important construction, advance tests should be made 
on concrete composed of the materials to be used in the work. 
These tests should be made by standardized methods to obtain 
uniformity in mixing, proportioning and storage, and in case 
the results do not conform to the requirements of the work, 
aggregates of a better quality or more cement should be used to 
obtain the desired quality of concrete. 

The mixing of concrete should be thorough, and continue Mixing 
until the mass is uniform in color and homogeneous. As the 
maximum density and greatest strength of a given mixture 
depend largely on thorough and complete mixing, it is essential 
that this part of the work should receive special attention and 
care. Inasmuch as it is difficult to determine, by visual in- 
spection, whether the concrete is uniformly mixed, especially 
where aggregates having the color of cement are used, it is 
essential that the mixing should occupy a definite period of 
time. The minimum time will depend on whether the mixing 
is done by machine or hand. 

37 



The Consolidated Expanded Metal Companies 

(a) Measuring Ingredients — Methods of measurement of 
the various ingredients should be used which will secure at all 
times separate and uniform measurements of cement, fine 
aggregate, coarse aggregate, and water. 

(b) Machine Mixing — The mixing should be done in a 
batch machine mixer of a type which will ensure the uniform 
distribution of the materials throughout the mass, and should 
continue for the minimum time of one and one-half minutes 
after all the ingredients are assembled in the mixer. For 
mixers of two or more cubic yards capacity, the minimum time 
of mixing should be two minutes. Since the strength of the 
concrete is dependent upon thorough mixing, a longer time than 
this minimum is preferable. It is desirable to have the mixer 
equipped with an attachment for automatically locking the 
discharging device so as to prevent the emptying of the mixer 
until all the materials have been mixed together for the mini- 
mum time required after they are assembled in the mixer. 
Means should be provided to prevent aggregates being added 
after the mixing has commenced. The mixer should also be 
equipped with water storage, and an automatic measuring 
device which can be locked is desirable. It is also desirable to 
equip the mixer with a device recording the revolutions of the 
drum. The number of revolutions should be so regulated as 
to give at the periphery of the drum a uniform speed; about 
200 ft. per minute seems to be the best speed in the present 
state of the art. 

(c) Hand Mixing — Hand mixing should be done on a 
watertight platform and especial precautions taken after the 
water has been added, to turn all the ingredients together at 
least six times, and until the mass is homogeneous in appearance 
and color. 

(d) Consistency — The materials should be mixed wet 
enough to produce a concrete of such a consistency as will flow 
sluggishly into the forms and about the metal reinforcement 
when used, and which, at the same time, can be conveyed from 
the mixer to the forms without separation of 'the coarse aggre- 

38 



The Consolidated Expanded Metal Compan 

gate from the mortar. The quantity of water is of the greatest 
importance in securing concrete of maximum strength and 
density; too much water is as objectionable as too little. 

(e) Retempering — The remixing of mortar or concrete 
that has partly set should not be permitted. 

Placing Concrete 

(a) Methods — Concrete after the completion of the mixing 
should be conveyed rapidly to the place of final deposit; under 
no circumstances should concrete be used that has partly set. 

Concrete should be deposited in such a manner as will 
permit the most thorough compacting, such as can be obtained 
by working with a straight shovel or slicing tool kept moving 
up and down until all the ingredients are in their proper place. 
Special care should be exercised to prevent the formation of 
laitance; where laitance has formed it should be removed, 
since it lacks strength, and prevents a proper bond in the con- 
crete. 

Before depositing concrete, the reinforcement should be 
carefully placed in accordance with the plans. It is essential 
that adequate means be provided to hold it in its proper posi- 
tion until the concrete has been deposited and compacted; 
care should be taken that the forms are substantial and thor- 
oughly wetted (except in freezing weather) or oiled and that 
the space to be occupied by the concrete is free from debris. 
When the placing of concrete is suspended, all necessary 
grooves for joining future work should be made before the 
concrete has set. 

When work is resumed, concrete previously placed should 
be roughened, cleansed of foreign material and laitance, thor- 
oughly wetted and then slushed with a mortar consisting of 
one part Portland cement and not more than two parts fine 
aggregate. 

The surfaces of concrete exposed to premature drying 
should be kept covered and wet for a period of at least seven 
days. 

39 



The Consolidated Expanded Metal Companies 

Where concrete is conveyed by spouting, the plant should 
be of such a size and design as to ensure a practically continuous 
stream in the spout. The angle of the spout with the horizontal 
should be such as to allow the concrete to flow without a 
separation of the ingredients; in general an angle of about 
27 degrees or one vertical to two horizontal is good practice. 
The spout should be thoroughly flushed with water before and 
after each run. The delivery from the spout should be as close 
as possible to the point of deposit. Where the discharge must 
be intermittent, a hopper should be provided at the bottom. 
Spouting through a vertical pipe is satisfactory when the flow 
is continuous; when it is unchecked and discontinuous it is 
highly objectionable unless the flow is checked by baffle plates. 

(b) Freezing Weather — Concrete should not be mixed or 
deposited at a freezing temperature, unless special precautions 
are taken to prevent the use of materials covered with ice 
crystals or containing frost, and to prevent the concrete from 
freezing before it has set and sufficiently hardened. 

As the coarse aggregate forms the greater portion of the 
concrete, it is particularly important that this material be 
warmed to well above the freezing point. 

The enclosing of a structure and the warming of the space 
inside the enclosure is recommended, but the use of salt to 
lower the freezing point is not recommended. 

(c) Rubble Concrete — Where the concrete is to be deposited 
in massive work, its value may be improved and its cost mate- 
rially reduced by the use of clean stones, saturated with water, 
thoroughly embedded in and entirely surrounded by concrete. 

id) Under Water — In placing concrete under water it is 
essential to maintain still water at the place of deposit. With 
careful inspection the use of tremies, properly designed and 
operated, is a satisfactory method of placing concrete through 
water. The concrete should be mixed very wet (more so than 
is ordinarily permissible) so that it will flow readily through 
the tremie and into place with practically a level surface. 

40 



The Consolidated Expanded Metal Companie 

The coarse aggregate should be smaller than ordinarily 
used, and never more than 1 inch in diameter. The use of 
gravel facilitates mixing and assists the flow. The mouth of 
the tremie should be buried in the concrete so that it is at all 
times entirely sealed and the surrounding water prevented 
from forcing itself into the tremie; the concrete will then dis- 
charge without coming in contact with the water. The tremie 
should be suspended so that it can be lowered quickly when 
it is necessary either to choke off or prevent too rapid flow; 
the lateral flow preferably should be not over 15 feet. 

The flow should be continuous in order to produce a mono- 
lithic mass and to prevent the formation of laitance in the 
interior. 

In case the flow is interrupted it is important that all lai- 
tance be removed before proceeding with the work. 

In large structures it may be necessary to divide the mass 
of concrete into several small compartments or units, to permit 
the continuous filling of each one. With proper care it is 
possible in this manner to obtain as good results under water 
as in the air. 

A less desirable method is the use of the drop bottom 
bucket. Where this method is used, the bottom of the bucket 
should be released when in contact with the surface of the place 
of deposit. 

Chapter V 

Forms 

Forms should be substantial and unyielding, in order that 
the concrete may conform to the design, and be sufficiently 
tight to prevent the leakage of mortar. 

It is vitally important to allow sufficient time for the proper 
hardening of the concrete, which should be determined by 
careful inspection before the forms are removed. 

Many conditions affect the hardening of concrete, and the 
proper time for the removal of the forms should be determined 
by some competent and responsible person. 

41 



The Consolidated Expanded Metal Companies 

It may be stated in a general way that forms should 
remain in place longer for reinforced concrete than is required 
for plain or massive concrete, and longer for horizontal than 
is required for vertical members. 

In general it may be considered that concrete has hardened 
sufficiently when it has a distinctive ring under the blow of a 
hammer, but this test is not reliable, if there is a possibility 
that the concrete is frozen. 

Chapter VI 

Details of Construction 

Joints ( a ) j n Concrete — It is desirable to cast an entire structure 

at one operation, but as this is not always possible, especially 
in large structures, it is necessary to stop the work at some con- 
venient point. This should be selected so that the resulting 
joint may have the least possible effect on the strength of the 
structure. It is therefore recommended that the joint in col- 
umns be made flush with the lower side of the girders, or in 
flat slab construction at the bottom of the flare of the column 
head; that the joints in girders be at a point midway between 
supports, unless a beam intersect a girder at this point, in which 
case the joint should be offset a distance equal to twice the 
width of the beam; and that the joints in the members of a 
floor system should in general be made at or near the center 
of the span. 

Joints in columns should be perpendicular to the axis, and 
in girders, beams, and floor slabs, perpendicular to the plane 
of their surfaces. When it is necessary to provide for shear at 
right angles to the axis, it is permissible to incline the plane of 
the joint as much as 30 degrees from the perpendicular. Joints 
in arch rings should be on planes as nearly radial as practicable. 

Before placing the concrete on top of a freshly poured 
column a period of at least two hours should be allowed for 
the settlement and shrinkage. 

Shrinkage and contraction joints may be necessary to con- 
centrate cracks due to temperature in smooth even lines. The 

42 



The 



Consolidated 



Expanded 



Metal 



C o m p a n 



number of these joints which should be determined and pro- 
vided for in the design will depend on the range of temperature 
to which the concrete will be subjected, and on the amount 
and position of the reinforcement. In massive work, such as 
retaining walls, abutments, etc., built without reinforcement, 
contraction joints should be provided, at intervals of from 25 
to 50 feet and with reinforcement from 50 to 80 feet ; the smaller 
the height and thickness, the closer the spacing. The joints 
should be tongued and grooved to maintain the alignment in 
case of unequal settlement. A groove may be formed in the 
surface as a finish to vertical joints. 

Shrinkage and contraction joints should be lubricated by 
an application of petroleum oil or a similar material to permit a 
free movement when the concrete expands or contracts. 

The movement of the joint due to expansion and contrac- 
tion may be facilitated by the insertion of a sheet of copper, 
zinc, or even tarred paper. 

(b) In Reinforcement — Wherever it is necessary to splice 
tension reinforcement the length of lap should be determined 
on the basis of the safe bond stress, the stress in the bar and the 
shearing resistance of the concrete at the point of splice; or a 
connection should be made between the bars of sufficient 
strength to carry the stress. Splices at points of maximum 
stress in tension should be avoided. In columns, bars more 
than %-inch in diameter not subject to tension should have 
their ends properly squared and butted together in suitable 
sleeves; smaller bars may be lapped as indicated for tension 
reinforcement. At foundations, bearing plates should be pro- 
vided for supporting the bars, or the bars may be carried into 
the footing a sufficient distance to transmit the stress in the 
steel to the concrete by means of the bearing and the bond 
resistance. In no case should reliance be placed upon the 
end bearing of bars on concrete. 

The stresses resulting from shrinkage due to hardening 
and contraction from temperature changes are important in 
monolithic construction, and unless cared for in the design 



Shrinkage 
and 

Temperature 
Changes 



43 



The Consolidated Expanded Metal Companies 

will produce objectionable cracks; cracks cannot be entirely 
prevented but the effects can be minimized. 

Large cracks, produced by quick hardening or wide ranges 
of temperature, can be broken up to some extent into small 
cracks by placing reinforcement in the concrete; in long, con- 
tinuous lengths of concrete, it is better to provide shrinkage 
joints at points in the structure where they will do little or no 
harm. Reinforcement permits longer distances between 
shrinkage joints than when no reinforcement is used. 

Provision for shrinkage should be made where small or thin 
masses are joined to larger or thicker masses; at such places 
the use of fillets similar to those used in metal castings, but 
proportionally larger, is recommended. 

Shrinkage cracks are likely to occur at points where fresh 
concrete is joined to that which is set, and hence in placing the 
concrete, construction joints should be made, as described in 
Chapter VI, or if possible, at points where joints would naturally 
occur in dimension stone masonry. 

Fireproofing Concrete, because incombustible and of a low rate of heat 

conductivity, is highly efficient and admirably adapted for 
fireproofing purposes. This has been demonstrated by ex- 
perience and tests. 

The dehydration of concrete probably begins at about 
500° F. and is completed at about 900° F., but experience 
indicates that the volatilization of the water absorbs heat from 
the surrounding mass, which, together with the resistance of 
the air cells, tends to increase the heat resistance of the concrete, 
so that the process of dehydration is very much retarded. The 
concrete that is actually affected by fire and remains in position 
affords protection to that beneath it. 

The thickness of the protective coating should be governed 
by the intensity and duration of a possible fire and the rate of 
heat conductivity of the concrete. The question of the rate 
of heat conductivity of concrete is one which requires further 
study and investigation before a definite rate for different 
classes of concrete can be fully established. However, for ordi- 

44 



The Consolidated Expanded Metal Companies 

nary conditions it is recommended that the metal be protected 
by a minimum of 2 inches of concrete on girders and columns, 
13^ inches on beams, and 1 inch on floor slabs. 

Where fireproofing is required and not otherwise provided 
in monolithic concrete columns, it is recommended that the 
concrete to a depth of V/2 inches be considered as protective 
covering and not included in the effective section. 

The corners of columns, girders, and beams should be 
beveled or rounded, as a sharp corner is more seriously affected 
by fire than a round one; experience shows that round columns 
are more fire resistive than square. 

Many expedients have been resorted to for rendering con- Water- 
crete impervious to water. Experience shows, however, that proofing 
when mortar or concrete is proportioned to obtain the greatest 
practicable density and is mixed to the proper consistency 
(Chapter IV), the resulting mortar or concrete is impervious 
under moderate pressure. 

On the other hand, concrete of dry consistency is more 
or less pervious to water, and, though compounds of various 
kinds have been mixed with the concrete or applied as a wash 
to the surface, in an effort to offset this defect, these expedients 
have generally been disappointing, for the reason that many of 
these compounds have at best but temporary value, and in time 
lose their power of imparting impermeability to the concrete. 

In the case of subways, long retaining walls and reservoirs, 
provided the concrete itself is impervious, cracks may be so 
reduced by horizontal and vertical reinforcement properly 
proportioned and located, that they will be too minute to 
permit leakage, or will be closed by infiltration of silt. 

Asphaltic or coal-tar preparations applied either as a 
mastic or as a coating on felt or cloth fabric, are used for 
waterproofing, and should be proof against injury by liquids 
or gases. 

For retaining and similar walls in direct contact with the 
earth, the application of one or two coatings of hot coal-tar 
pitch, following a painting with a thin wash of coal tar dissolved 

45 



The Consolidated Expanded Metal Companies 

in benzol, to the thoroughly dried surface of concrete is an 
efficient method of preventing the penetration of moisture 
from the earth. 

Surface Concrete is a material of an individual type and should be 

Finish use( j w ithout effort at imitation of other building materials. 
One of the important problems connected with its use is the 
character of the finish of exposed surfaces. The desired finish 
should be determined before the concrete is placed, and the 
work conducted so as to facilitate securing it. The natural 
surface of the concrete in most structures is unobjectionable, 
but in others the marks of the forms and the flat dead surface 
are displeasing, making some special treatment desirable. A 
treatment of the surface which removes the film of cement and 
brings the aggregates of the concrete into relief, either by 
scrubbing with brushes and water before it is hard or by tooling 
it after it is hard, is frequently used to erase the form markings 
and break the monotonous appearance of the surface. Besides 
being more pleasing in immediate appearance such a surface 
is less subject to discoloration and hair cracking than is a sur- 
face composed of the cement that segregates against the forms, 
or one that is made by applying a cement wash. The aggre- 
gates can also be exposed by washing with hydrochloric acid 
diluted with from 6 to 10 parts of water. The plastering of 
surfaces should be avoided, for even if carefully done, it is 
liable to peel off under the action of frost or temperature changes. 

Various effects in texture and in color can be obtained 
when the surface is to be scrubbed or tooled, by using aggre- 
gates of the desired size and color. For a fine grained texture a 
granolithic surface mixture can be made and placed against 
the face forms to a thickness of about 1 inch as the placing of 
the body of the concrete proceeds. 

A smooth, even surface without form marks can be secured 
by the use of plastered forms, which in structures having many 
duplications of members can be used repeatedly; these are made 
in panels of expanded metal or wire mesh coated with plaster, 
and the joints made at edges, and closed with plaster of Paris. 

46 



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Metal 



Companies 



Chapter VII 

Design 

In the design of massive or plain concrete, no account 
should be taken of the tensile strength of the material, and 
sections should usually be proportioned so as to avoid tensile 
stresses except in slight amounts to resist indirect stresses. 
This will generally be accomplished in the case of rectangular 
shapes if the line of pressure is kept within the middle third of 
the section, but in very large structures, such as high masonry 
dams, a more exact analysis may be required. Structures of 
massive concrete are able to resist unbalanced lateral forces 
by reason of their weight; hence the element of weight rather 
than strength often determines the design. A leaner and rela- 
tively cheap concrete, therefore, will often be suitable for 
massive concrete structures. 

It is desirable generally to provide joints at intervals to 
localize the effect of contraction (Chapter VI). 

Massive concrete is suitable for dams, retaining walls, and 
piers in which the ratio of length to least width is relatively 
small. Under ordinary conditions this ratio should not exceed 
four. It is also suitable for arches of moderate span. 

The use of metal reinforcement is particularly advantageous 
in members such as beams in which both tension and compres- 
sion exist, and in columns where the principal stresses are 
compressive and where there also may be cross-bending. 
Therefore the theory of design here presented relates mainly 
to the analysis of beams and columns. 

(a) Loads — The forces to be resisted are those due to : 

1. The dead load, which includes the weight of the struc- 

ture and fixed loads and forces. 

2. The live load, or the loads and forces which are vari- 

able. The dynamic effect of the live load will 
often require consideration. Allowance for the 
latter is preferably made by a proportionate 
increase in either the live load or the live load 



Massive 
Concrete 



Reinforced 
Concrete 



General 
Assumptions 



47 



The Consolidated Expanded Metal Companies 

stresses. The working stresses hereinafter recom- 
mended are intended to apply to the equivalent 
static stresses thus determined. 

In the case of high buildings the live load on 
columns may be reduced in accordance with the 
usual practice. 

(b) Lengths of Beams and Columns — The span length for 
beams and slabs simply supported should be taken as the 
distance from center to center of supports, but need not be 
taken to exceed the clear span plus the depth of beam or slab. 
For continuous or restrained beams built monolithically into 
supports the span length may be taken as the clear distance 
between faces of supports. Brackets should not be considered 
as reducing the clear span in the sense here intended, except 
that when brackets which make an angle of 45 degrees or more 
with the axis of a restrained beam are built monolithically 
with the beam, the span may be measured from the section 
where the combined depth of beam and bracket is at least one- 
third more than the depth of the beam. Maximum negative 
moments are to be considered as existing at the end of the span 
as here defined. 

When the depth of a restrained beam is greater at its ends 
than at midspan and the slope of the bottom of the beam at its 
ends makes an angle of not more than 15 degrees with the direc- 
tion of the axis of the beam at midspan, the span length may 
be measured from face to face of supports. 

The length of columns should be taken as the maximum 
unstayed length. 

(c) Stresses — The following assumptions are recommended 
as a basis for calculations: 

1. Calculations will be made with reference to working 

stresses and safe loads rather than with reference 
to ultimate strength and ultimate loads. 

2. A plane section before bending remains plane after 

bending. 

48 



The Consolidated Expanded Metal Companie 

3. The modulus of elasticity of concrete in compression 

is constant within the usual limits of working 
stresses. The distribution of compressive stress 
in beams is therefore rectilinear. 

4. In calculating the moment of resistance of beams the 

tensile stresses in the concrete are neglected. 

5. The adhesion between the concrete and the reinforce- 

ment is perfect. Under compressive stress the 
two materials are therefore stressed in proportion 
to their moduli of elasticity. 

6. The ratio of the modulus of elasticity of steel to the 

modulus of elasticity of concrete is taken at 15 
except as modified in Chapter VIII. 

7. Initial stress in the reinforcement due to contraction 

or expansion of the concrete is neglected. 

It is recognized that some of the assumptions given herein 
are not entirely borne out by experimental data. They are 
given in the interest of simplicity and uniformity, and varia- 
tions from exact conditions are taken into account in the 
selection of formulas and working stresses. 

The deflection of a beam depends upon the strength and 
stiffness developed throughout its length. For calculating 
deflection a value of 8 for the ratio of the moduli will give 
results corresponding approximately with the actual conditions. 

In beam and slab construction an effective bond should be T -Beams 
provided at the junction of the beam and slab. When the prin- 
cipal slab reinforcement is parallel to the beam, transverse 
reinforcement should be used extending over the beam and well 
into the slab. 

The slab may be considered an integral part of the beam, 
when adequate bond and shearing resistance between slab and 
web of beam is provided, but its effective width shall be deter- 
mined by the following rules: 

(a) It shall not exceed one-fourth of the span length of the 
beam; 

49 



The Consolidated Expanded Metal Companies 

(b) Its overhanging width on either side of the web shall 
not exceed six times the thickness of the slab. 

In the design of continuous T-beams, due consideration 
should be given to the compressive stress at the support. 

Beams in which the T-form is used only for the purpose of 
providing additional compression area of concrete should prefer- 
ably have a width of flange not more than three times the 
width of the stem and a thickness of flange not less than one- 
third of the depth of the beam. Both in this form and in the 
beam and slab form the web stresses and the limitations in 
placing and spacing the longitudinal reinforcement will probably 
be controlling factors in design. 



Floor slabs having the supports extending along the four 
sides should be designed and reinforced as continuous over the 



Floor Slabs 
Supported 

° ng Sides supports. If the length of the slab exceeds 1.5 times its width 
the entire load should be carried by transverse reinforcement. 

For uniformly distributed loads on square slabs, one-half 
the live and dead load may be used in the calculations of moment 
to be resisted in each direction. For oblong slabs, the length of 
which is not greater than one and one-half times their width, 
the moment to be resisted by the transverse reinforcement may 
be found by using a proportion of the live and dead load equal 

I 



to that given by the formula r 



0.5, where Z=length and 



b = breadth of slab. The longitudinal reinforcement should then 
be proportioned to carry the remainder of the load. 

In placing reinforcement in such slabs account may well 
be taken of the fact that the bending moment is greater near 
the center of the slab than near the edges. For this purpose 
two-thirds of the previously calculated moments may be 
assumed as carried by the center half of the slab and one-third 
by the outside quarters. 

Loads carried to beams by slabs which are reinforced in 
two directions will not be uniformly distributed to the support- 
ing beams and the distribution will depend on the relative 



50 



The Consolidated Expanded Metal Companies 



stiffness of the slab and the supporting beams. The distribution 
which may be expected ordinarily is a variation of the load in 
the beam in accordance with the ordinates of a parabola, 
having its vertex at the middle of the span. For any given de- 
sign, the probable distribution should be ascertained and the 
moments in the beam calculated accordingly. 

When the beam or slab is continuous over its supports, 
reinforcement should be fully provided at points of negative 
moment, and the stresses in concrete recommended in Chapter 
VIII, should not be exceeded. In computing the positive 
and negative moments in beams and slabs continuous over 
several supports, due to uniformly distributed loads, the follow- 
ing rules are recommended: 

(a) For floor slabs the bending moments at center and at 

support should be taken at -^ for both dead and 

live loads, where w represents the load per linear 
unit and I the span length. 

(b) For beams the bending moment at center and at sup- 

wl 2 
port for interior spans should be taken at -tt,-, and 

wl 2 

for end spans it should be taken at -tq- for center 
and interior support, for both dead and live loads. 

(c) In the case of beams and slabs continuous for two 

spans only, with their ends restrained, the bending 
moment both at the central support and near the 

wl 2 

middle of the span should be taken at -yrr. 

(d) At the ends of continuous beams the amount of negative 

moment which will be developed in the beam will 
depend on the condition of restraint or fixedness, 
and this will depend on the form of construction 

used. In the ordinary cases a moment of -jn- may 

be taken; for small beams running into heavy col- 

wl 2 
umns this should be increased, but not to exceed -y^. 

For spans of unusual length, or for spans of materially 



Continuous 
Beams and 
Slabs 



51 



The 



CONSOLIDAT 



Expanded 



Metal 



COMPANIE S 



Bond 
Strength and 
Spacing of 
Reinforce- 
ment 



unequal length, more exact calculations should be made. 
Special consideration is also required in the case of concentrated 
loads. 

Even if the center of the span is designed for a greater 
bending moment than is called for by (a) or (b), the negative 
moment at the support should not be taken as less than the 
values there given. 

Where beams are reinforced on the compression side, the 
steel may be assumed to carry its proportion of stress in accord- 
ance with the ratio of moduli of elasticity, Chapter VIII. 
Reinforcing bars for compression in .beams should be straight 
and should be two diameters in the clear from the surface of 
the concrete. For the positive bending moment, such reinforce- 
ment should not exceed 1 per cent of the area of the concrete. 
In the case of cantilever and continuous beams, tensile and 
compressive reinforcement over supports should extend suffi- 
ciently beyond the support and beyond the point of inflection 
to develop the requisite bond strength. 

In construction made continuous over supports it is impor- 
tant that ample foundations should be provided; for unequal 
settlements are liable to produce unsightly if not dangerous 
cracks. This effect is more likely to occur in low structures. 

Girders, such as wall girders, which have beams framed 
into one side only, should be designed to resist torsional moment 
arising from the negative moment at the end of the beam. . 

Adequate bond strength should be provided. The formula 
hereinafter given for bond stresses in beams is for straight longi- 
tudinal bars. In beams in which a portion of the reinforcement 
is bent up near the end, the bond stress at places, in both the 
straight bars and the bent bars, will be considerably greater 
than for all the bars straight, and the stress at some point 
may be several times as much as that found by considering 
the stress to be uniformly distributed along the bar. In 
restrained and cantilever beams full tensile stress exists in the 
reinforcing bars at the point of support and the bars should be 
anchored in the support sufficiently to develop this stress. 



52 



The 



Consolidated 



Expanded 



Metal 



Companie 



In case of anchorage of bars, an additional length of bar 
should be provided beyond that found on the assumption of 
uniform bond stress, for the reason that before the bond re- 
sistance at the end of the bar can be developed the bar may have 
begun to slip at another point and "running" resistance is less 
than the resistance before slip begins. 

Where high bond resistance is required, the deformed bar 
is a suitable means of supplying the necessary strength. But 
it should be recognized that even with a deformed bar initial 
slip occurs at early loads, and that the ultimate loads obtained 
in the usual tests for bond resistance may be misleading. Ade- 
quate bond strength throughout the length of a bar is prefer- 
able to end anchorage, but, as an additional safeguard, such 
anchorage may properly be used in special cases. Anchorage 
furnished by short bends at a right angle is less effective than 
by hooks consisting of turns through 180 degrees. 

The lateral spacing of parallel bars should be not less than 
three diameters from center to center, nor should the distance 
from the side of the beam to the center of the nearest bar be 
less than two diameters. The clear spacing between two 
layers of bars should be not less than 1 inch. The use of more 
than two layers is not recommended, unless the layers are tied 
together by adequate metal connections, particularly at and 
near points where bars are bent up or bent down. Where more 
than one layer is used at least all bars above the lower layer 
should be bent up and anchored beyond the edge of the support. 

When a reinforced concrete beam is subjected to flexural 
action, diagonal tensile stresses are set up. A beam without 
web reinforcement will fail if these stresses exceed the tensile 
strength of the concrete. When web reinforcement, made up 
of stirrups or of diagonal bars secured to the longitudinal rein- 
forcement, or of longitudinal reinforcing bars bent up at several 
points, is used, new conditions prevail, but even in this case at 
the beginning of loading the diagonal tension developed is 
taken principally by the concrete, the deformations which are 
developed in the concrete permitting but little stress to be taken 



Diagonal 
Tension and 
Shear 



53 



The Consolidated Expanded Metal Companies 

by the web reinforcement. When the resistance of the con- 
crete to the diagonal tension is overcome at any point in the 
depth of the beam, greater stress is at once set up in the web 
reinforcement. 

For homogeneous beams the analytical treatment of 
diagonal tension is not very complex — the diagonal tensile 
stress is a function of the horizontal and vertical shearing 
stresses and of the horizontal tensile stress at the point con- 
sidered, and as the intensity of these three stresses varies from 
the neutral axis to the remotest fiber, the intensity of the 
diagonal tension will be different at different points in the sec- 
tion, and will change with different proportionate dimensions 
of length to depth of beam. For the composite structure of 
reinforced concrete beams, an analysis of the web stresses, and 
particularly of the diagonal tensile stresses, is very complex; 
and when the variations due to a change from no horizontal 
tensile stress in the concrete at remotest fiber to the presence 
of horizontal tensile stress at some point below the neutral axis 
are considered, the problem becomes more complex and indefi- 
nite. Under these circumstances, in designing recourse is had 
to the use of the calculated vertical shearing stress as a means 
of comparing or measuring the diagonal tensile stresses de- 
veloped, it being understood that the vertical shearing stress 
is not the numerical equivalent of the diagonal tensile stress, 
and that there is not even a constant ratio between them. 
It is here recommended that the maximum vertical shearing 
stress in a section be used as the means of comparison of the 
resistance to diagonal tensile stress developed in the concrete 
in beams not having web reinforcement. 

Even after the concrete has reached its limit of resistance 
to diagonal tension, if the beam has web reinforcement, con- 
ditions of beam action will continue to prevail, at least through 
the compression area, and the web reinforcement will be called 
on to resist only a part of the web stresses. From experiments 
with beams it is concluded that it is safe practice to use only 
two-thirds of the external vertical shear in making calculations 

54 



The Consolidated Expanded Metal Companie 

of the stresses that come on stirrups, diagonal web pieces, and 
bent-up bars, and it is here recommended for calculations in 
designing that two-thirds of the external vertical shear be 
taken as producing stresses in web reinforcement. 

It is well established that vertical members attached to or 
looped about horizontal members, inclined members secured 
to horizontal members in such a way as to insure against slip, 
and the bending of a part of the longitudinal reinforcement at 
an angle, will increase the strength of a beam against failure 
by diagonal tension, and that a well-designed and well- 
distributed web reinforcement may under the best conditions 
increase the total vertical shear carried to a value as much 
as three times that obtained when the bars are all horizontal 
and no web reinforcement is used. 

When web reinforcement comes into action as the principal 
tension web resistance, the bond stresses between the longi- 
tudinal bars and the concrete are not distributed as uniformly 
along the bars as they otherwise would be, but tend to be con- 
centrated at and near stirrups, and at and near the points where 
bars are bent up. When stirrups are not rigidly attached to 
the longitudinal bars, and the proportioning of bars and stirrup 
spacing is such that local slip of bars occur at stirrups, the effec- 
tiveness of the stirrups is impaired, though the presence of 
stirrups still gives an element of toughness against diagonal 
tension failure. 

Sufficient bond resistance between the concrete and the 
stirrups or diagonals must be provided in the compression area 
of the beam. 

The longitudinal spacing of vertical stirrups should not 
exceed one-half the depth of beam, and that of inclined members 
should not exceed three-fourths of the depth of beam. 

Bending of longitudinal reinforcing bars at an angle across 
the web of the beam may be considered as adding to diagonal 
tension resistance for a horizontal distance from the point of 
bending equal to three-fourths of the depth of beam. Where 
the bending is made at two or more points, the distance be- 

55 



The Consolidated Expanded Metal Companies 

tween points of bending should not exceed three-fourths of 
the depth of the beam. In the case of a restrained beam the 
effect of bending up a bar at the bottom of the beam in resisting 
diagonal tension may not be taken as extending beyond a 
section at the point of inflection, and the effect of bending down 
a bar in the region of negative moment may be taken as extend- 
ing from the point of bending down of bar nearest the support 
to a section not more than three-fourths of the depth of beam 
beyond the point of bending down of bar farthest from the 
support but not beyond the point of inflection. In case stirrups 
are used in the beam away from the region in which the bent 
bars are considered effective, a stirrup should be placed not 
farther than a distance equal to one-fourth the depth of beam 
from the limiting sections defined above. In case the web 
resistance required through the region of bent bars is greater 
than that furnished by the bent bars, sufficient additional web 
reinforcement in the form of stirrups or attached diagonals 
should be provided. The higher resistance to diagonal tension 
stresses given by unit frames having the stirrups and bent-up 
bars securely connected together both longitudinally and later- 
ally is worthy of recognition. It is necessary that a limit be 
placed on the amount of shear which may be allowed in a beam; 
for when web reinforcement sufficiently efficient to give very 
high web resistance is used, at the higher stresses the concrete 
in the beam becomes checked and cracked in such a way as to 
endanger its durability as well as its strength. 

The section to be taken as the critical section in the calcula- 
tion of shearing stresses will generally be the one having the 
maximum vertical shear, though experiments show that the sec- 
tion at which diagonal tension failures occur is not just at a sup- 
port even though the shear at the latter point be much greater. 

In the case of restrained beams, the first stirrup or the 
point of bending down of bar should be placed not farther than 
one-half of the depth of beam away from the face of the support. 

It is important that adequate bond strength or anchorage 
be provided to develop fully the assumed strength of all web 
reinforcement. 

56 



The Consolidated Expanded Metal Compan 

Low bond stresses in the longitudinal bars are helpful in 
giving resistance against diagonal tension failures and anchorage 
of longitudinal bars at the ends of the beams or in the supports 
is advantageous. 

It should be noted that it is on the tension side of a beam 
that diagonal tension develops in a critical way, and that proper 
connection should always be made between stirrups or other 
web reinforcement and the longitudinal tension reinforcement, 
whether the latter is on the lower side of the beam or on its 
upper side. Where negative moment exists, as is the case near 
the supports in a continuous beam, web reinforcement to be 
effective must be looped over or wrapped around or be connected 
with the longitudinal tension reinforcing bars at the top of 
the beam in the same way as is necessary at the bottom of the 
beam at sections where the bending moment is positive. 

Inasmuch as the smaller the longitudinal deformations in 
the horizontal reinforcement are, the less the tendency for the 
formation of diagonal cracks, a beam will be strengthened 
against diagonal tension failure by so arranging and propor- 
tioning the horizontal reinforcement that the unit stresses at 
points of large shear shall be relatively low. 

It does not seem feasible to make a complete analysis of 
the action of web reinforcement, and more or less empirical 
methods of calculation are therefore employed. Limiting values 
of working stresses for different types of web reinforcement 
are given in Chapter VIII. The conditions apply to cases 
commonly met in design. It is assumed that adequate bond 
resistance or anchorage of all web reinforcement will be 
provided. 

When a flat slab rests on a column, or a column bears on a 
footing, the vertical shearing stresses in the slab or footing 
immediately adjacent to the column are termed punching 
shearing stresses. The element of diagonal tension, being a 
function of the bending moment as well as of shear, may be 
small in such cases, or may be otherwise provided for. For 
this reason the permissible limit of stress for punching shear 

57 



The Consolidated Expanded Metal Companies 

may be higher than the allowable limit when the shearing 
stress is used as a means of comparing diagonal tensile 
stress. The working values recommended are given in 
Chapter VIII. 

Columns By columns are meant compression members of which the 

ratio of unsupported length to least width exceeds about four, 
and which are provided with reinforcement of one of the forms 
hereafter described. 

It is recommended that the ratio of unsupported length of 
column to its least width be limited to 15. 

The effective area of hooped columns or columns reinforced 
with structural shapes shall be taken as the area within the 
circle enclosing the spiral or the polygon enclosing the struc- 
tural shapes. 

Columns may be reinforced by longitudinal bars; by bands, 
hoops, or spirals, together with longitudinal bars; or by struc- 
tural forms which are sufficiently rigid to have value in them- 
selves as columns. The general effect of closely spaced hooping 
is to greatly increase the toughness of the column and to add to 
its ultimate strength, but hooping has little effect on its behavior 
within the limit of elasticity. It thus renders the concrete a 
safer and more reliable material, and should permit the use of 
a somewhat higher working stress. The beneficial effects of 
toughening are adequately provided by a moderate amount 
of hooping, a larger amount serving mainly to increase the 
ultimate strength and the deformation possible before ultimate 
failure. 

Composite columns of structural steel and concrete in 
which the steel forms a column by itself should be designed 
with caution. To classify this type as a concrete column rein- 
forced with structural steel is hardly permissible, as the steel 
generally will take the greater part of the load. When this 
type of column is used, the concrete should not be relied upon 
to tie the steel units together nor to transmit stresses from one 
unit to another. The units should be adequately tied together 
by tie plates or lattice bars, which, together with other details, 

58 



The Consolidated Expanded Metal Companies 

such as splices, etc., should be designed in conformity with 
standard practice for structural steel. The concrete may exert 
a beneficial effect in restraining the steel from lateral deflection 
and also in increasing the carrying capacity of the column. 
The proportion of load to be carried by the concrete will 
depend on the form of the column and the method of construc- 
tion. Generally, for high percentages of steel, the concrete 
will develop relatively low unit stresses, and caution should 
be used in placing dependence on the concrete. 

The following recommendations are made for the relative 
working stresses in the concrete for the several types of columns : 

(a) Columns with longitudinal reinforcement to the extent 
of not less than 1 per cent and not more than 4 per 
cent, and with lateral ties of not less than 3^-inch 
in diameter 12 inches apart, nor more than 16 
diameters of the longitudinal bar: the unit stress 
recommended for axial compression, on concrete 
piers having a length not more than four diameters, 
in Chapter VIII. 

(6) Columns reinforced with not less than 1 per cent and 
not more than 4 per cent of longitudinal bars and 
with circular hoops or spirals not less than 1 per 
cent of the volume of the concrete and as herein- 
after specified: a unit stress 55 per cent higher than 
given for (a), provided the ratio of unsupported 
length of column to diameter of the hooped core 
is not more than 10. 

The foregoing recommendations are based on the follow- 
ing conditions: 

It is recommended that the minimum size of columns to 
which the working stresses may be applied be 12 inches out to 
out. 

In all cases longitudinal reinforcement is assumed to carry 
its proportion of stress in accordance with the provisions of this 
chapter. The hoops or bands are not to be counted on directly 
as adding to the strength of the column. 

59 



The 



Consolidated 



Expanded 



Metal 



Companies 



Reinforcing 

for 

Shrinkage 

and 

Temperature 

Stresses 



Longitudinal reinforcement bars should be maintained 
straight, and should have sufficient lateral support to be 
securely held in place until the concrete has set. 

Where hooping is used, the total amount of such reinforce- 
ment shall be not less than 1 per cent of the volume of the 
column, enclosed. The clear spacing of such hooping shall be 
not greater than one-sixth the diameter of the enclosed column 
and preferably not greater than one-tenth, and in no case more 
than 23^ inches. Hooping is to be circular and the ends of 
bands must be united in such a way as to develop their full 
strength. Adequate means must be provided to hold bands 
or hoops in place so as to form a column, the core of which 
shall be straight and well centered. The strength of hooped 
columns depends very much upon the ratio of length to diameter 
of hooped core, and the strength due to hooping decreases 
rapidly as this ratio increases beyond five. The working stresses 
recommended are for hooped columns with a length of not 
more than ten diameters of the hooped core. 

The Committee has no recommendation to make for a 
formula for working stresses for columns longer than ten 
diameters. 

Bending stresses due to eccentric loads, such as unequal 
spans of beams, and to lateral forces, must be provided for by 
increasing the section until the maximum stress does not exceed 
the values above specified. Where tension is possible in the 
longitudinal bars of the column, adequate connection between 
the ends of the bars must be provided to take this tension. 

When areas of concrete too large to expand and contract 
freely as a whole are exposed to atmospheric conditions, the 
changes of form due to shrinkage and to action of temperature 
are such that cracks may occur in the mass unless precautions 
are taken to distribute the stresses so as to prevent the cracks 
altogether or to render them very small. The distance apart of 
the cracks, and consequently their size, will be directly propor- 
tional to the diameter of the reinforcement and to the tensile 
strength of the concrete, and inversely proportional to the per- 



60 



The Consolidated Expanded Metal Companie 

centage of reinforcement and also to its bond resistance per unit 
of surface area. To be most effective, therefore, reinforcement 
(in amount generally not less than one-third of one per cent of 
the gross area) of a form which will develop a high bond resist- 
ance should be placed near the exposed surface and be well 
distributed. Where openings occur the area of cross-section 
of the reinforcement should not be reduced. The allowable 
size and spacing of cracks depends on various considerations, 
such as the necessity for water-tightness, the importance of 
appearance of the surface, and the atmospheric changes. 

The tendency of concrete to shrink makes it necessary 
except where expansion is provided for, to thoroughly connect 
the component parts of the frame of articulated structures, 
such as floor and wall members in buildings, by the use of 
suitable reinforcing material. The amount of reinforcement for 
such connection should bear some relation to the size of the 
members connected, larger and heavier members requiring 
stronger connections. The reinforcing bars should be extended 
beyond the critical section far enough, or should be sufficiently 
anchored to develop their full tensile strength. 

The continuous flat slab reinforced in two or more direc- Flat Slab 
tions and built monolithically with the supporting columns 
(without beams or girders) is a type of construction which is 
now extensively used and which has recognized advantages 
for certain types of structures as, for example, warehouses in 
which large, open floor space is desired. In its construction, 
there is excellent opportunity for inspecting the position of the 
reinforcement. The conditions attending depositing and placing 
of concrete are favorable to securing uniformity and soundness 
in the concrete. The recommendations in the following para- 
graphs relate to flat slabs extending over several rows of panels 
in each direction. Necessarily the treatment is more or less 
empirical. 

The coefficients and moments given relate to uniformly 
distributed loads. 

61 



The Consolidated Expanded Metal Companies 

(a) Column Capital — It is usual in flat slab construction 
to enlarge the supporting columns at their top, thus forming 
column capitals. The size and shape of the column capital 
affect the strength of the structure in several ways. The 
moment of the external forces which the slab is called upon 
to resist is dependent upon the size of the capital; the section 
of the slab immediately above the upper periphery of the capital 
carries the highest amount of punching shear; and the bending 
moment developed in the column by an eccentric or unbalanced ' 
loading of the slab is greatest at the under surface of the slab. 
Generally the horizontal section of the column capital should be 
round or square with rounded corners. In oblong panels the 
section may be oval or oblong, with dimensions proportional 
to the panel dimensions. For computation purposes, the diam- 
eter of the column capital will be considered to be measured 
where its vertical thickness is at least 13^ inches, provided the 
slope of the capital below this point nowhere makes an angle 
with the vertical of more than 45 degrees. In case a cap is 
placed above the column capital, the part of this cap within a 
cone made by extending the lines of the column capital upward 
at the slope of 45 degrees to the bottom of the slab or dropped 
panel may be considered as part of the column capital in 
determining the diameter for design purposes. Without 
attempting to limit the size of the column capital for special 
cases, it is recommended that the diameter of the column capital 
(or its dimension parallel to the edge of the panel) generally 
be made not less than one-fifth of the dimension of the panel 
from center to center of adjacent columns. A diameter equal 
to 0.225 of the panel length has been used quite widely and 
acceptably. For heavy loads or large panels especial attention 
should be given to designing and reinforcing the column capital 
with respect to compressive stresses and bending moments. In 
the case of heavy loads or large panels, and where the condi- 
tions of the panel loading or variations in panel length or other 
conditions cause high bending stresses in the column, and also 
for column capitals smaller than the size herein recommended, 
especial attention should be given to designing and reinforcing 

62 



The Consolidated Expanded Metal Companie 

the column capital with respect to compression and to rigidity 
of connection to floor slab. 

(b) Dropped Panel — In one type of construction the slab 
is thickened throughout an area surrounding the column capital. 
The square or oblong of thickened slab thus formed is called a 
dropped panel or a drop. The thickness and the width of the 
dropped panel may be governed by the amount of resisting 
moment to be provided (the compressive stress in the concrete 
being dependent upon both thickness and width), or its thick- 
ness may be governed by the resistance to shear required at 
the edge of the column capital and its width by the allowable 
compressive stresses and shearing stresses in the thinner portion 
of the slab adjacent to the dropped panel. Generally, however, 
it is recommended that the width of the dropped panel be at 
least four-tenths of the corresponding side of the panel as meas- 
ured from center to center of columns, and that the offset in 
thickness be not more than five-tenths of the thickness of the 
slab outside the dropped panel. 

(c) Slab Thickness — In the design of a slab, the resistance 
to bending and to shearing forces will largely govern the thick- 
ness, and, in the case of large panels with light loads, resistance 
to deflection may be a controlling factor. The following 
formulas for minimum thicknesses are recommended as general 
rules of design when the diameter of the column capital is not 
less than one-fifth of the dimension of the panel from center to 
center of adjacent columns, the larger dimension being used 
in the case of oblong panels. For notation, let 

£ = total thickness of slab in inches. 

L — panel length in feet. 

w = sum of live load and dead load in pounds per square foot. 

Then, for a slab without dropped panels, 
minimum £ = 0.024 Li/w+l^; for a slab with dropped panels, 
minimum £ = 0.02 LV 'w+1; for a dropped panel whose width is 
four-tenths of the panel length, minimum £ = 0.03 LVw+iy^- 

In no case should the slab thickness be made less than six 
inches, nor should the thickness of a floor slab be made less 

63 



The 



Consolidated 



Expanded Metal 



C o m p a n 



than one-thirty-second of the panel length, nor the thickness 
of a roof slab less than one-fortieth of the panel length. 

(d) Bending and Resisting Moments in Slabs — If a vertical 
section of a slab be taken across a panel along a line midway 
between columns, and if another section be taken along an edge 




-Position of re- 
sultant of .shear; 
on quarter periph\ 
en is of two cofumn 
capitals. 



Center of gravity 
of food on half 
panel 



i 



Q 



-<o 



53 



It* 



1 


~"T~T1 


f 




•S) 




<^<0 


1 


\ 


£ 


f 

1 
1 




b« 


1 
•s. 






1 


> 


^ 


1 

■f 


\ 




> 

1 I 



Fig. 1. 



Fig. 2. 



of the panel parallel to the first section, but skirting the part 
of the periphery of the column capitals at the two corners of 
the panels, the moment of the couple formed by the external 
load on the half panel, exclusive of that over the column capital 
(sum of dead and live load) and the resultant of the external 
shear or reaction at the support at the two column capitals (see 
Fig. 1), may be found by ordinary static analysis. It will be 
noted that the edges of the area here considered are along lines 
of zero shear except around the column capitals. This moment 
of the external forces acting on the half panel will be resisted by 
the numerical sum of (a) the moment of the internal stresses 
at the section of the panel midway between columns (positive 
resisting moment) and (b) the moment of the internal stresses 
at the section referred to at the end of the panel (negative 
resisting moment). In the curved portion of the end section 
(that skirting the column) , the stresses considered are the com- 
ponents which act parallel to the normal stresses on the straight 



64 



The Consolidated Expanded Metal Companies 

portion of the section. Analysis shows that, for a uniformly 
distributed load, and round columns, and square panels, the 
numerical sum of the positive moment and the negative moment 
at the two sections named is given quite closely by the equation. 

M x =\wl{l—^c)\ 

In this formula and in those which follow relating to oblong 
panels, 

w =sum of the live and dead load per unit of area; 
I =side of a square panel measured from center to 

center of columns; 
l x =one side of the oblong panel measured from cen- 
ter to center of columns; 
l 2 = other side of oblong panel measured in the same 

way; 
c = diameter of the column capital; 
M x = numerical sum of positive moment and negative 

moment in one direction. 
My = numerical sum of positive moment and negative 
moment in the other direction. 

(See paper and closure, Statical Limitations upon the Steel Require- 
ment in Reinforced Concrete Flat Slab Floors, by John R. Nichols, Jun. 
Am. Soc. C. E., Transactions Am. Soc. C. E., Vol. LXXVII.) 

For oblong panels, the equations for the numerical sums 
of the positive moment and the negative moment at the two 
sections named become, 

M x =^wl 2 (h-jc) 2 

M y =±wl 1 (Z 2 -fc) 2 

where M x is the numerical sum of the positive moment and the 
negative moment for the sections parallel to the dimension 
l 2 , and M y is the numerical sum of the positive moment and 
the negative moment for the sections parallel to the dimension Z x . 

What proportion of the total resistance exists as positive 
moment and what as negative moment is not readily determined. 
The amount of the positive moment and that of the negative 
moment may be expected to vary somewhat with the design of 

65 



The Consolidated Expanded Metal Companies 

the slab. It seems proper, however, to make the division of 
total resisting moment in the ratio of three-eighths for the posi- 
tive moment to five-eighths for the negative moment. 

With reference to variations in stress along the sections, it 
is evident from conditions of flexure that the resisting moment 
is not distributed uniformly along either the section of positive 
moment or that of negative moment. As the law of the distri- 
bution is not known definitely, it will be necessary to make an 
empirical apportionment along the sections; and it will be 
considered sufficiently accurate generally to divide the sections 
into two parts and to use an average value over each part of 
the panel section. 

The relatively large breadth of structure in a flat slab 
makes the effect of local variations in the concrete less than 
would be the case for narrow members like beams. The ten- 
sile resistance of the concrete is less affected by cracks. Meas- 
urements of deformations in buildings under heavy load 
indicate the presence of considerable tensile resistance in the 
concrete, and the presence of this tensile resistance acts to 
decrease the intensity of the compressive stresses. It is believed 
that the use of moment coefficients somewhat less than those 
given in a preceding paragraph as derived by analysis is war- 
ranted, the calculations of resisting moment and stresses in 
concrete and reinforcement being made according to the assump- 
tions specified in this report and no change being made in the 
values of the working stresses ordinarily used. Accordingly, 
the values of the moments which are recommended for use are 
somewhat less than those derived by analysis. The values 
given may be used when the column capitals are round, oval, 
square, or oblong. 

(e) Names for Moment Sections — For convenience, that 
portion of the section across a panel along a line midway be- 
tween columns which lies within the middle two quarters of the 
width of the panel (HI, Fig 2) will be called the inner section, 
and that portion in the two outer quarters of the width of the 
panel (GH and IJ, Fig. 2) will be called the outer sections. Of 
the section which follows a panel edge from column capital 

66 



The Consolidated Expanded Metal Companies 

to column capital and which includes the quarter peripheries of 
the edges of two column capitals, that portion within the 
middle two quarters of the panel width (CD, Fig. 2) will be 
called the mid-section, and the two remaining portions (ABC 
and DEF, Fig. 2), each having a projected width equal to one- 
fourth of the panel width, will be called the column-head sections. 

(/) Positive Moment — For a square interior panel, it is 
recommended that the positive moment for a section in the 

middle of a panel extending across its width be taken as ^ wl 

(I — jc) 2 . Of this moment, at least 25 per cent should be 

provided for in the inner section; in the two outer sections of 
the panel at least 55 per cent of the specified moment should be 
provided for in slabs not having dropped panels, and at least 
60 per cent in slabs having dropped panels, except that in 
calculations to determine necessary thickness of slab away 
from the dropped panel at least 70 per cent of the positive 
moment should be considered as acting in the two outer sections. 

(g) Negative Moment — For a square interior panel, it is 
recommended that the negative moment for a section which 
follows a panel edge from column capital to column capital 
and which includes the quarter peripheries of the edges of the 
two column capitals (the section altogether forming the pro- 

1 2 

jected width of the panel) be taken as r^ wl (I — -~ c) 2 . Of this 

negative moment, at least 20 per cent should be provided for 
in the mid-section and at least 65 per cent in the two column- 
head sections of the panel, except that in slabs having dropped 
panels at least 80 per cent of the specified negative moment 
should be provided for in the two column-head sections of the 
panel. 

(h) Moments for Oblong Panels — When the length of a 
panel does not exceed the breadth by more than 5 per cent, 
computation may be made on the basis of a square panel with 
sides equal to the mean of the length and the breadth. 

When the long side of an interior oblong panel exceeds the 
short side by more than one-twentieth and by not more than 

67 



Consolidated Expanded Metal Companies 
one-third of the short side, it is recommended that the positive 

1 2 

moment be taken sls ^wl 2 (l r — g- c) 2 on a section parallel to 

1 2 

the dimension l 2 , and^t^ (h — ~3~ c ) 2 on a section parallel to 

the dimension l x ; and that the negative moment be taken as 

TxWl 2 (l x — 3-c) 2 on a section at the edge of the panel cor- 

1 2 
responding to the dimension l 2 , and ^ wl 1 (l 2 5- c) 2 at a 

section in the other direction. The limitations of the apportion- 
ment of moment between inner section and outer section and 
between mid-section and column-head sections may be the 
same as for square panels. 

(i) Wall Panels — The coefficient of negative moment at 
the first row of columns away from the wall should be increased 
20 per cent over that required for interior panels, and likewise 
the coefficient of positive moment at the section half way to 
the wall should be increased by 20 per cent. If girders are not 
provided along the wall or the slab does not project as a canti- 
lever beyond the column line, the reinforcement parallel to 
the wall for the negative moment in the column-head section 
and for the positive moment in the outer section should be 
increased by 20 per cent. If the wall is carried by the slab 
this concentrated load should be provided for in the design of 
the slab. The coefficient of negative moments at the wall to 
take bending in the direction perpendicular to the wall line may 
be determined by the conditions of restraint and fixedness as 
found from the relative stiffness of columns and slab, but in 
no case should it be taken as less than one-half of that for 
interior panels. 

(j) Reinforcement — In the calculation of moments all 
the reinforcing bars which cross the section under consideration 
and which fulfill the requirements given under paragraph (I) of 
this chapter may be used. For a column-head section rein- 
forcing bars parallel to the straight portion of the section do not 
contribute to the negative resisting moment for the column- 
head section in question. In the case of four-way reinforcement 

68 



The Consolidated Expanded Metal Companies 

the sectional area of the diagonal bars multiplied by the sine 
of the angle between the diagonal of the panel and the straight 
portion of the section under consideration may be taken to 
act as reinforcement in a rectangular direction. 

(k) Point of Inflection — For the purpose of making calcu- 
lations of moments at sections away from the sections of nega- 
tive moment and positive moment already specified, the point 
of inflection on any line parallel to a panel edge may be taken as 
one-fifth of the clear distance on that line between the two sec- 
tions of negative moment at the opposite ends of the panel 
indicated in Paragraph (e), of this chapter. For slabs having 
dropped panels the coefficient of one-fourth should be used 
instead of one-fifth. 

(I) Arrangement of Reinforcement — The design should in- 
clude adequate provision for securing the reinforcement in place 
so as to take not only the maximum moments but the moments 
at intermediate sections. All bars in rectangular bands or 
diagonal bands should extend on each side of a section of 
maximum moment, either positive or negative, to points at 
least twenty diameters beyond the point of inflection as defined 
herein or be hooked or anchored at the point of inflection. 
In addition to this provision bars in diagonal bands used as 
reinforcement for negative moment should extend on each side 
of a line drawn through the column center at right angles to the 
direction of the band at least a distance equal to thirty-five 
one-hundredths of the panel length, and bars in diagonal bands 
used as reinforcement for positive moment should extend on 
each side of a diagonal through the center of the panel at least 
a distance equal to thirty-five one-hundredths of the panel 
length; and no splice by lapping should be permitted at or near 
regions of maximum stress except as just described. Continuity 
of reinforcing bars is considered to have advantages, and it is 
recommended that not more than one-third of the reinforcing 
bars in any direction be made of a length less than the distance 
center to center of columns in that direction. Continuous bars 
should not all be bent up at the same point of their length, but 
the zone in which this bending occurs should extend on each 

69 



The Consolidated Expanded Metal Companies 

side of the assumed point of inflection, and should cover a 
width of at least one-fifteenth of the panel length. Mere draping 
of the bars should not be permitted. In four-way reinforcement 
the position of the bars in both diagonal and rectangular 
directions may be considered in determining whether the 
width of zone of bending is sufficient. 

(m) Reinforcement at Construction Joints — It is recom- 
mended that at construction joints extra reinforcing bars equal 
in section to 20 per cent of the amount necessary to meet the 
requirements for moments at the section where the joint is 
made be added to the reinforcement, these bars to extend not 
less than 50 diameters beyond the joint on each side. 

(n) Tensile and Compressive Stresses — The usual method 
of calculating the tensile and compressive stresses in the con- 
crete and in the reinforcement, based on the assumptions for 
internal stresses given in this chapter, should be followed. In 
the case of the dropped panel the section of the slab and dropped 
panel may be considered to act integrally for a width equal to 
the width of the column-head section. 

(o) Provision for Diagonal Tension and Shear — In calcula- 
tions for the shearing stress which is to be used as the means 
of measuring the resistance to diagonal tension stress, it is 
recommended that the total vertical shear on two column-head 
sections constituting a width equal to one-half the lateral 
dimension of the panel, for use in the formula for determining 
critical shearing stresses, be considered to be one-fourth of the 
total dead and live load on a panel for a slab of uniform thick- 
ness, and to be three-tenths of the sum of the dead and live 
loads on a panel for a slab with dropped panels. The formula for 
shearing unit stress given in Chapter X of this report may then 

be written v = ', ., for slabs of uniform thickness, and v = ', ., 
for slabs with dropped panels, where W is the sum of the 
dead and live load on a panel, b is half the lateral dimension of 
the panel measured from center to center of columns, and 
jd is the lever arm of the resisting couple at the section. 

70 



The Consolidated Expanded Metal Companie 

The calculation of what is commonly called punching shear 
may be made on the assumption of a uniform distribution over 
the section of the slab around the periphery of the column capital 
and also of a uniform distribution over the section of the slab 
around the periphery of the dropped panel, using in each case an 
amount of vertical shear greater by 25 per cent than the total 
vertical shear on the section under consideration. 

The values of working stresses should be those recommended 
for diagonal tension and shear in Chapter VIII. 

(p) Walls and Openings — Girders or beams should be 
constructed to carry walls and other concentrated loads which 
are in excess of the working capacity of the slab. Beams should 
also be provided in case openings in the floor reduce the work- 
ing strength of the slab below the required carrying capacity. 

(q) Unusual Panels — The coefficients, apportionments, 
and thicknesses recommended are for slabs which have several 
rows of panels in each direction, and in which the size of the 
panels is approximately the same. For structures having a 
width of one, two, or three panels, and also for slabs having 
panels of markedly different sizes, an analysis should be made 
of the moments developed in both slab and columns, and the 
values given herein modified accordingly. Slabs with paneled 
ceiling or with depressed paneling in the floor are to be con- 
sidered as coming under the recommendations herein given. 

(r) Bending Moments in Columns — Provision should be 
made in both wall columns and interior columns for the bending 
moment which will be developed by unequally loaded panels, 
eccentric loading, or uneven spacing of columns. The amount 
of moment to be taken by a column will depend upon the rela- 
tive stiffness of columns and slab, and computations may be 
made by rational methods, such as the principle of least work, 
or of slope and deflection. Generally, the larger part of the 
unequalized negative moment will be transmitted to the 
columns, and the column should be designed to resist this 
bending moment. Especial attention should be given to wall 
columns and corner columns. 

71 



The Consolidated Expanded Metal Companies 

Chapter VIII 

Working Stresses 

General The following working stresses are recommended for static 

Assumptions l oac [s. Proper allowances for vibration and impact are to be 

added to live loads where necessary to produce an equivalent 

static load before applying the unit stresses in proportioning 

parts. 

In selecting the permissible working stress on concrete, the 
designer should be guided by the working stresses usually 
allowed for other materials of construction, so that all structures 
of the same class composed of different materials may have 
approximately the same degree of safety. 

The following recommendations as to allowable stresses 
are given in the form of percentages of the ultimate strength of 
the particular concrete which is to be used ; this ultimate strength 
is that developed at an age of 28 days, in cylinders 8 inches in 
diameter and 16 inches long, of the consistency described in 
Chapter IV, made and stored under laboratory conditions. In 
the absence of definite knowledge in advance of construction 
as to just what strength may be expected, the Committee 
submits the following values as those which should be obtained 
with materials and workmanship in accordance with the 
recommendations of this report. 

Although occasional tests may show higher results than 
those here given, the Committee recommends that these 
values should be the maximum used in design. 

Table of Compressive Strengths of Different Mixtures of Concrete 

(In Pounds per Square Inch) 

Aggregate 1:3* 1 : 4^* 1:6* 1 : 7|* 1:9* 

Granite, trap rock 3300 2800 2200 1800 1400 

Gravel, hard limestone and hard 

sandstone 3000 2500 2000- 1600 1300 

Soft limestone and sandstone. . . 2200 1800 1500 1200 1000 

Cinders 800 700 600 500 400 

Note. — For variations in the moduli of elasticity see Chapter VIII, 
* Combined volume fine and coarse aggregates measured separately. 

72 



The 



Consolidated 



Expanded 



Metal 



Companies 



When compression is applied to a surface of concrete of 
at least twice the loaded area, a stress of 35 per cent of the com- 
pressive strength may be allowed in the area actually under load. 

For concentric compression on a plain concrete pier, the 
length of which does not exceed 4 diameters, or on a column 
reinforced with longitudinal bars only, the length of which 
does not exceed 12 diameters, 22.5 per cent of the compressive 
strength may be allowed. 

For other forms of columns the stresses obtained from the 
ratios given in Chapter VII may govern. 

The extreme fiber stress of a beam, calculated on the 
assumption of a constant modulus of elasticity for concrete 
under working stresses may be allowed to reach 32.5 per cent 
of the compressive strength. Adjacent to the support of con- 
tinuous beams stresses 15 per cent higher may be used. 

In calculations on beams in which the maximum shearing 
stress in a section is used as the means of measuring the resist- 
ance to diagonal tension stress, the following allowable values 
for the maximum vertical shearing stress in concrete, calculated 
by the method given in Chapter X, Formula 22, are recom- 
mended : 

(a) For beams with horizontal bars only and without web 
reinforcement, 2 per cent of the compressive strength. 

(6) For beams with web reinforcement consisting of verti- 
cal stirrups looped about the longitudinal reinforcing bars in 
the tension side of the beam and spaced horizontally not more 
than one-half the depth of the beam; or for beams in which 
longitudinal bars are bent up at an angle of not more than 45 
degrees or less than 20 degrees with the axis of the beam, and 
the points of bending are spaced horizontally not more than 
three-quarters of the depth of the beam apart, not to exceed 
4J/2 per cent of the compressive strength. 

(c) For a combination of bent bars and vertical stirrups 
looped about the reinforcing bars in the tension side of the beam 
and spaced horizontally not more than one-half of the depth of 
the beam, 5 per cent of the compressive strength. 



Bearing 



Axial 
Compression 



Compression 
in Extreme 
Fiber 



Shear and 

Diagonal 

Tension 



73 



The Consolidated Expanded Metal Companies 

(d) For beams with web reinforcement (either vertical or 
inclined) securely attached to the longitudinal bars in the ten- 
sion side of the beam in such a way as to prevent slipping of 
bar past the stirrup, and spaced horizontally not more than 
one-half of the depth of the beam in case of vertical stirrups 
and not more than three-fourths of the depth of the beam in the 
case of inclined members, either with longitudinal bars bent up 
or not, 6 per cent of the compressive strength. 

The web reinforcement in case any is used should be pro- 
portioned by using two-thirds of the external vertical shear in 
Formula 24 or 25 in Chapter X. The' effect of longitudinal 
bars bent up at an angle of from 20 to 45 degrees with the axis 
of the beam may be taken at sections of the beam in which the 
bent up bars contribute to diagonal tension resistance as 
defined under Chapter VII, as reducing the shearing stresses 
to be otherwise provided for. The amount of reduction of 
the shearing stress by means of bent up bars will depend 
upon their capacity, but in no case should be taken as greater 
than 4}/2 per cent of the compressive strength of the concrete 
over the effective cross-section of the beam (Formula 22). The 
limit of tensile stress in the bent up portion of the bar calculated 
by Formula 25, using in this formula an amount of total shear 
corresponding to the reduction in shearing stress assumed for 
the bent up bars, may be taken as specified for the working 
stress of steel, but in the calculations the stress in the bar due 
to its part as longitudinal reinforcement of the beam should be 
considered. The stresses in stirrups and inclined members 
when combined with bent up bars are to be determined by 
finding the amount of the total shear which may be allowed by 
reason of the bent up bars, and subtracting this shear from the 
total external vertical shear. Two-thirds of the remainder will 
be the shear to be carried by the stirrups, using Formulas 24 or 
25 in Chapter X. 

Where punching shears occur, provided the diagonal ten- 
sion requirements are met, a shearing stress of 6 per cent of the 
compressive strength may be allowed. 

74 



The 



Consolidated Expanded 



M 



COMPANIE 



The bond stress between concrete and plain reinforcing 
bars may be assumed at 4 per cent of the compressive strength, 
or 2 per cent in the case of drawn wire. In the best types of 
deformed bar the bond stress may be increased, but not to 
exceed 5 per cent of the compressive strength of the concrete. 

The tensile or compressive stress in steel should not exceed 
16,000 lbs. per sq. in. 

In structural steel members the working stresses adopted 
by the American Railway Engineering Association are recom- 
mended. 

The value of the modulus of elasticity of concrete has a 
wide range, depending on the materials used, the age, the range 
of stresses between which it is considered, as well as other con- 
ditions. It is recommended that in computations for the posi- 
tion of the neutral axis, and for the resisting moment of beams 
and for compression of concrete in columns, it be assumed as: 

(a) One-fortieth that of steel, when the strength of the 
concrete is taken as not more than 800 lb. per 
sq. in. 

(6) One-fifteenth that of steel, when the strength of the 
concrete is taken as greater than 800 lb. per sq. in. 
and less than 2200 lb. per sq. in. 

(c) One-twelfth that of steel, when the strength of the con- 

crete is taken as greater than 2200 lb. per sq. in. and 
less than 2900 lb. per sq. in., and 

(d) One-tenth that of steel, when the strength of the con- 

crete is taken as greater than 2900 lb. per sq. in. 

Although not rigorously accurate, these assumptions will 
give safe results. For the deflection of beams which are free to 
move longitudinally at the supports, in using formulas for 
deflection which do not take into account the tensile strength 
developed in the concrete, a modulus of one-eighth of that 
of steel is recommended. 



Bond 



Reinforce- 
ment 



Modulus of 
Elasticity 



75 



The Consolidated Expanded Metal Companies 

Chapter IX 

Conclusion 

In the preparation of this Final Report, 21 members have 
taken a more or less active part; all members have agreed to it 
in its present form. 

The Joint Committee acknowledges its indebtedness to its 
sub - committee on design, Professors Talbot, Hatt and 
Turneaure, for their invaluable and devoted service. 

The Joint Committee believes that there is a great advan- 
tage in the co-operation of the representatives of different 
technical societies, and trusts that a similar combination of 
effort may be possible, some time in the future, to review the 
work done by the present Committee, and to embody the 
additional knowledge which will certainly be obtained from 
further experimentation and practical experience with this 
important material of construction. 

Respectfully submitted, 

Joseph R. Worcester, Leon S. Moisseiff, 

Chairman. Henry H. Quimby, 

Emil Swensson, Sanford E. Thompson, 

Vice-Chairman. Frederick E. Turneaure, 

Richard L. Humphrey, Samuel Tobias Wagner, 

Secretary. George S. Webster, 
H. A. Cassil, 

John E. Greiner, Frederick E. Schall, 

William K. Hatt, Frederick P. Sisson, 

Olaf Hoff, Joseph J. Yates, 

Robert W. Lesley, Norman D. Fraser, 

Arthur N. Talbot, Robert E. Griffith, 

William B. Fuller, Spencer B. Newberry, 

Edward E. Hughes, Edward Godfrey, 1 

Albert L. Johnson, Egbert J. Moore, 

Gaetano Lanza Leonard C. Was on. 



1 Mr. Godfrey dissents from the Report in the whole matter of stirrups and their 
treatment. He would give stirrups and short shear members no recognition, for the reason 
that he holds that they have not shown themselves to have any definite value in tests and 
that analysis fails to show that any definite value can be ascribed to them; he also believes 

76 



The Consolidated Expanded Metal Companie 

Chapter X 

Appendix 

Suggested Formulas for Reinforced Concrete 

Construction 

These formulas are based on the assumptions and principles 
given in the chapter on design. 

(a) Rectangular Beams. Standard 

The following notation is recommended: Notation 

f s = tensile unit stress in steel; 
f e = compressive unit stress in concrete; 
E s = modulus of elasticity of steel; 
E c = modulus of elasticity of concrete; 
E s 

n =t' 

M = moment of resistance, or bending moment in 
general; 

that dependence on stirrups to take end shear has resulted in much unsafe construction and 
some failures. He would take care of diagonal tension by bending up some of the main 
reinforcing rods and anchoring them for their full tensile strength beyond the edge of 
support. He recommends that bends be made close to the supports for the upper bends 
and at quarter points for the lower bends in beams carrying uniform load. For girders 
carrying beams bends should be made under the beams. *. For anchorage he recommends 
that the rod should extend 40 to 50 diameters beyond the point where it intersects a line 
drawn, at 45 degrees with the horizontal from the bottom of the beam at the face of the 
support. 

He recommends that the stress in bent-up rods be assumed to be that obtained by 
multiplying the excess of shear over that taken by the concrete (at 40 or 50 lb per sq. in.) 
by the secant of the inclination of the rod with the vertical. 

Mr. Godfrey also dissents from all parts of the Report relating to rodded columns, or 
columns having longitudinal rods without close-spaced hooping, for the reason that he 
holds that such reinforcement has not shown itself to have any definite value in tests on 
columns, and that analysis fails to show that any definite value can be ascribed to it, when 
such analysis takes into account the necessity for toughness in all columns; he also believes 
that dependence on such reinforcement has led to much unsafe construction and many 
failures. He would recognize as reinforced concrete columns only such columns as have 
in addition to the longitudinal rods a complete system of close-spaced hooping He objects 
to the reading of Chapter VII, as being capable of interpretation that hooped columns are 
given an advantage in the matter of unit stresses only below ten diameters in height. He 
recommends the standardization of hooped columns and suggests that columns be reinforced 
by a coil or hoops of round steel having a diameter one-fortieth of that of the external 
diameter of the column and eight upright rods wired to the same, the pitch of the coil 
being one-eighth of the column diameter. He would consider available for resisting com- 
pressive stress, the entire area of the concrete of a circular column or of an octagonal 
column, but no part of the longitudinal rods or hooping. In a square column only 83 
per cent of the area of concrete would be considered available. The compression he 
would recommend on columns (for 2000-lb. concrete) would be: 

P = 670— \2l/d. 
where P = allowable compression in pounds per square inch. 

I = length of column in inches. 

d = diameter of column in inches. 

77 



The 


Consolidated Expanded Metal Companies 




A s = steel area; 




b = breadth of beam; 




d — depth of beam to center of steel; 




k = ratio of depth of neutral axis to depth, d; 




z = depth below top to resultant of the compressive 




stresses; 




j = ratio of lever arm of resisting couple to depth, d; 




jd =d — z = arm of resisting couple ; 




p = steel ratio = -j-7 . 
oa 




(6) T-Beams. 




b = width of flange; 




6' = width of stem; 




t = thickness of flange. 




(c) Beams Reinforced for Compression. 




A' = area of compressive steel; 




p' = steel ratio for compressive steel; 




f' 8 = compressive unit stress in steel; 




C = total compressive stress in concrete; 




C" = total compressive stress in steel; 




d! = depth to center of compressive steel; 




z = depth to resultant of C and C . 




(d) Shear, Bond and Web Reinforcement. 




V = total shear; 




V = total shear producing stress in reinforcement; 




v = shearing unit stress; 




u = bond stress per unit area of bar; 




o = circumference or perimeter of bar; 




So =sum of the perimeters of all bars; 




T = total stress in single reinforcing member; 




s = horizontal spacing of reinforcing members. 




(e) Columns. 




A = total net area; 




A s = area of longitudinal steel; 




A c = area of concrete; 




P = total safe load. 



78 



The Consolidated Expanded Metal Compan 



(a) Rectangular Beams. 

Position of neutral axis, 



Formulas 



k = i/ 2jpn-\-( , pn) 2 — pn. 

Arm of resisting couple, 
l 



;=i-3* 



(1) 



(2) 



[For/ s = 15000 to 16000 and f c = 600 to 650, j may be taken at f.] 




Fiber stresses, 



fs = 
fc = 



M M 



A s jd pjbd 2 

2M _ 2 V U 



jkbd 2 k 
Steel ratio, for balanced reinforcement, 



v = i- 



fc \ nfc / 



(b) T-Beams. 
<— 



K--fc M 



(3) 
(4) 

(5) 




The Consolidated Expanded Metal Companies 

Case I. When the neutral axis lies in the flange, use the 
formulas for rectangular beams. 

Case II. When the neutral axis lies in the stem. 

The following formulas neglect the compression in the stem. 

Position of neutral axis, 

M= 2ndA s +bt 2 (6) 

2nA s +2bt ■ 

Position of resultant compression, 

_ 3kd—2t t m 

Z 2kd—t' 3 K) 

Arm of resisting couple, 

jd=d—z (8) 

Fiber stresses, 

/.--rt= (9) 

f Mkd _ fs_ k (\Q\ 

Jc bt{kd—\t)jd n'l—k V ; 

(For approximate results the formulas for rectangular 
beams may be used.) 

The following formulas take into account the compression 
in the stem; they are recommended where the flange is small 
compared with the stem: 

Position of neutral axis, 

kd= J ^A?r{b—b')t* + / nA s + (b—b')t y- nA s + (b-b')i (n) 

Position of resultant compression, 

_ (kdt 2 — %t 3 )b + [(kd— t) 2 (t+Ukd— t))]b' Q2) 

2 t(2kd—t)b + (kd—t) 2 b' 

Arm of resisting couple, 

jd = d—z (13) 



Fiber stresses, 



1.-JL (14) 

Asjd 
f 2Mkd QgK 

c [{2kd-i)bt+{kd—tyv]]d 



80 



The Consolidated Expanded Metal Companies 



(c) Beams Reinforced for Compression. 

H-fc-H 




>f s +nf< 
Fig. 3. 
Position of neutral axis, 

Position of resultant compression, 
\kH+2p'nd' (k—^j) ■ 

k 2 +2p'n(k—~\ 
Arm of resisting couple, 

jd = d — z 

Fiber stresses, 



6M 



f M =nf 1 ~ h 
pjbd 2 k 



fs' = nf ( 



H? 



(d) Shear, Bond, and Web Reinforcement. 
For rectangular beams, 



bjd 
V 



jd . So 
[For approximate results j may be taken at i.] 



(16) 

(17) 

(18) 
(19) 

(20) 

(21) 

(22) 
(23) 



81 



The Consolidated Expanded Metal Companies 

The stresses in web reinforcement may be estimated by 
means of the following formulas: 

Vertical web reinforcement, 

r=i^ (24) 

jd 

Bars bent up at angles between 20 and 45 degrees with the 
horizontal and web members inclined at 45 degrees, 

r=l^ (25) 

In the text of the report it is recommended that two-thirds 
of the external vertical shear (total shear) at any section 
be taken as the amount of total shear producing stress in the 
web reinforcement. V therefore equals two-thirds of V. 

The same formulas apply to beams reinforced for compres- 
sion as regards shear and bond stress for tensile steel. 

For T-Beams, 

b'jd 

*=^V (27) 

jd . 2o 

[For approximate results j may be taken at %.] 
(e) Columns. 

Total safe load, 

P=fc(A c +nA s ) =f c A(l + (n—l)p) (28) 

Unit stresses, 

**= ah J * \ • (29) 

A(l + (n—l)p) 
f s = nf c (30) 



End of Joint Committee Report 



82 



The Consolidated Expanded Metal Companies 





The adaptability of "Steelcrete" Mesh is unlimited. In 1913 and 1914 two concrete 

barges were constructed in Baltimore harbor of 600 ton capacity, 31 ft. x 113 ft., 

"Steelcrete" mesh reinforcement used throughout 



83 



The Consolidated Expanded Metal Companies 



"Steelcrete" Mesh in Floor Construction 

THE methods or systems of using "Steelcrete" Mesh as a reinforcement 
in floors are innumerable. The following have been selected because 
of their popularity, and are typical of the methods employed in the 
structures for which they are suggested. Variations may be adapted to suit 
special cases by engineers or architects. 

Systems No. IB, 3 A, and 2 A may be used with or without the suspended 
ceiling as shown in System No. 1A. This method is used wherever a level 
ceiling is desirable. The confined air space serves to deaden the sound. It 
is adapted to office buildings, loft buildings, hotels, hospitals, schools, apart- 
ment houses, residences, etc. The open panel construction is adapted to 
warehouses, retail stores, office buildings, hotels, etc., where the panelled 
finish is desired or permissible. 

The floors may be of any form indicated by the character of the building. 

The attention of the architects is called to the "Steelcrete" beam wrapper 
which is required around the lower flanges of beams when concrete protection 
is deemed necessary. This will be found fully described elsewhere. 

The tables of safe superimposed live loads will supply all the data 
necessary for the design of a floor system. 



84 



The 



Consolidated 



Expanded 



Metal 



Companie 





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85 



The Consolidated Expanded Metal Companies 



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86 



The 



Consolidated 



Expand 



Metal 



Companies 





Fig. (8)— System No. 4 A 
This is the strongest form of construction for floor slabs. It is adapted to warehouses, 
breweries, garages, press floors, etc. 



Embody This in Your Specifications 

THE slabs shall be reinforced with "Steelcrete" expanded metal of such 
size as shall carry a superimposed load of lbs. per sq. ft., develop- 
ing a maximum strength of 18,500 lbs. per sq. in. on the steel. The 
thickness of slab shall be determined by the strength of the concrete which 
should develop a maximum stress of 650 lbs. per sq. in. The bending moment 
factor shall be T V W L where the reinforcement is continuous over both 
supports, y% W L where the reinforcement is not continuous over either 
support and T V W L where the reinforcement is continuous over one support 
and does not extend beyond the other support. 

(or — "The slabs shall be reinforced with 'Steelcrete' Expanded Metal, 
size , as indicated on the drawings.") 



87 



The Consolidated Expanded Metal Companies 

"Steele re te" Expanded Metal 
A Standardized Reinforcement 

THE standard sizes of "Steelcrete" mesh have been so designed as to be 
of most service in concrete work. The determining factor of the 
relative strength of concrete reinforcement is the sectional area or 
the square inches of steel per foot of width. The scale of sizes of "Steelcrete" 
Mesh adopted for standard use varies by an arithmetical progression on 
this basis. The designation of each mesh indicates the sectional area of the 
steel. The great advantage thus offered is obvious. 

The standard size of the diamond in all cases is 3" x 8". The different 
sectional areas are attained by varying either the thickness or the width of 
the strands. This size mesh has been adopted as a standard after years of 
experience and much thought. Meshes of smaller diamonds are available 
but although not applicable to concrete reinforcement, are extensively used 
for other purposes. 

An illustration of the meaning conveyed in the designation of a "Steel- 
crete" mesh can best be given as follows: — size 3-9-15 is the standard 
designation of a mesh having a sectional area of .15 sq. in. per foot of width. 
The thickness of plate is approximately No. 9 (Stubbs) gauge and the width 
of diamond, 3 inches. Size 3-6-40 indicates a mesh of .40 sq. in. per foot of 
width, made of approximately No. 6 (Stubbs) gauge and having a 3-inch 
opening. As stated before, all reinforcing meshes have a 3-inch opening. 
The designer is not usually concerned with the thickness of plate which is 
included in the designation for convenience of the manufacturer. The 
determining feature is the sectional area and the progressive variations will 
be quickly noted and appreciated from a study of the table of standard sizes. 

The length of "Steelcrete" mesh sheets is measured by the direction of 
the long way of the diamond and the width of the sheet at right angles to 
it. In ordering or specifying expanded metal, it is customary to give the 
width first and the length second, i. e., 150 sheets, 3-9-15 — 7' x 12'. Here 
7 ft. is the dimension measured in the direction of the minimum width of the 
diamond openings and 12 ft. is the dimension measured along the long way 
of the diamond. 

"Steelcrete" expanded metal is furnished in standard lengths of 8 ft., 
10 ft., 12 ft. and 16 ft. These constitute the most convenient sizes for handling 

88 



The 



Consolidated 



Expanded 



Metal 



Compan IES 



on the field. A multiplicity of lengths involves sorting and confusion about a 
construction. A minimum of lengths on the other hand helps extensively in 
the efficient progress of work; 12 ft. or 16 ft. lengths are in most cases found 
sufficient. 

The standard widths of "Steelcrete" mesh sheets are fixed by the width 
of the strands. Sheets of near sectional areas are of different widths. A 
purpose served by this feature is to eliminate the possibility of error from 
misplacement of the different sizes. For example, 3-9-15 and 3-9-175 repre- 
sent different areas and weights of mesh. The difference between the sec- 
tional areas of .15 and .175 is not sufficient to enable a foreman on the field 
to quickly and unerringly select the proper mesh if the width and length 
of the sheets were identical. The different widths of 6 ft. and 7 ft. eliminates 
the chance of error from this source. 

In conclusion, it is permissible to point out the great value of 16 ft. 
length sheets. Until recently, it has not been possible to obtain them in 
lengths greater than 12 ft. Also, the heavy sectional areas serve a field never 
before attainable in expanded metal. 

Standards for "Steelcrete" Expanded Metal 
Concrete Reinforcement 



Designation of 
Meshes 


Sectional Area 

Sq. in. per ft. 

of Width 


Approximate 

Weight per 

Sq. ft. in Pounds 


Standard Widths 
of Sheets 


Number of 

Sheets in a 

Standard Bundle 


3-13-075 

3-13-10 

3-13-125 

3- 9-15 
3- 9-175 
3- 9-20 

3- 9-25 
3- 9-30 
3- 9-35 

3- 6-40 
3- 6-45 
3- 6-50 

3- 6-55 
3- 6-60 
3- 1-75 
3- 1-100 


.075 

.10 

.125 

.15 

.175 

.20 

.25 
.30 
.35 

.40 
.45 
.50 

.55 

.60 

.75 

1.00 


.27 
.37 
.46 

.55 
.64 
.73 

.92 
1.10 
1.28 

1.46 
1.65 
1.83 

2.01 
2.19 
2.74 
3.63 


6'0" 
6' 9" 
5' 3" 

7'0" 
6'0" 
5' 3" 

4'0" 
7'0" 
6'0" 

r o" 

6' 3" 

5' 9" 

5' 3" 

4/ 9 " 

5' 9" 
4' 3" 


10 

7 
7 

5 
5 
5 

5 

2 
2 

2 

2 
2 

2 
2 
1 
1 



All sizes are furnished in a standard diamond 3" x 8". 

All sizes are furnished in stock lengths of 8', 12', and 16'. In addition all sizes from 
3-13-075 to 3-9-35 inclusive, are furnished in stock lengths of 10'. 
3-1-75 and 3-1-100 manufactured to order only. 



89 



The Consolidated Expanded Metal Companies 

Introduction to Slab Tables 

THERE are two sets of tables hereinafter given, both applicable to 
stone or gravel concrete. One set of tables is based on an allowable 
unit stress of 18,500 lbs. per sq. in. on the steel and 750 lbs. per sq. in. 
on the concrete; another set of tables is based on 16,000 lbs. and 650 lbs. per 
sq. in. respectively. A stress in the steel of 18,500 lbs. per sq. in. in the case 
of "Steelcrete" mesh is permissible, representing as it does }/i the ultimate 
value of the elastic limit. The concrete should not be less than a 1:2:5 
mixture. So many cities in the United States have building laws requiring 
smaller values of stresses in the steel and the concrete that the second set of 
tables were prepared and inserted. 

Cinder concrete tables are also included. In very few sections of the 
United States is anthracite cinder concrete available. Inasmuch as these 
tables were prepared for use throughout the entire concrete world, cinder 
concrete tables are properly included. Bituminous cinder concrete has 
practically been discarded. 

The loads given in the tables are the safe live loads in lbs. per sq. ft. 
In every case the weight of the slab has been deducted. The weights of 
slab assumed are as follows: — 

Slab Thickness 3" 4" 5" 6" 7" 8" 9" 10" 11" 12" 13" 14" 15" 16" 
Weight J Stone: 37 50 62 75 87 100 112 125 137 150 162 175 187 200 lbs. 
of Slab I Cinder: 29 38 48 58 67 77 86 96 105 115 125 134 144 153 lbs. 
The depth from the bottom of the slab to the center of the steel is assumed as — 

For 3-13-075 to 3-6-50 inclusive, %" 

For 3- 6-55 and 3-6-60 1" 

For 3- 1-75 and 3-1-100 W 

All tables are computed on a basis of T V W L, this being a factor governed 
by the style of construction. Other common factors are T V W L and ^WL. 
A designer should familiarize himself with these meanings. In general it 
is recommended that a value of y% W L should be used for a simple slab, a 
value of T2 W L should be used for a continuous slab and a value of to W L 
should be used for a slab simple on one end and continuous on the other. In 
the values above given the letter W represents the total live and dead load, 
and the letter L represents the span in feet. 

For the benefit of those not generally familiar with these terms, the fol- 
lowing figures will illustrate what is meant by simple, continuous and par- 
tially continuous slabs: 

90 



The Consolidated Expanded Metal Companie 



"Steelcrete" Mesh 



li >*U1» 'JLlIczJ. i^f^z Jsii. LfLL '•_! ^L H 







Simple Slab (| W L) 





Steelcrete" Mesh 

Continuous Slab ( T \ W L) 

"Steelcrete" Mesh 








m 






Slab simple on one end and continuous on the other (yV W L) 

Too much emphasis cannot be laid on the fact that the enclosed tables 
are figured on a bending moment of T V W L and that these loads are excessive 
in the case of the other styles of construction represented by the factors to 
W L and JWL To obtain the safe live load, it is necessary to reduce the 
amount given in the tables by T f or T 8 ^ as the case may be, after adding to 
the live load the weight of the slab. 

For example: Find the safe live load which a 4-inch slab, reinforced 
with 3-13-10 "Steelcrete" Expanded Metal, will carry on a simple span of 
6 feet, with the unit stress in the concrete and steel 650 and 16000 lbs. per 
sq. in., respectively. 

Looking in the table, we find for the above conditions with a bending 
moment of ?af> the safe live load is 84 lbs. per sq. ft. Adding the weight of 
a 4-inch slab, 50 lbs., gives a safe total load of 134 lbs. Then, T \ of 134 lbs. 
gives 89 lbs. safe total load, and by deducting the weight of the slab, gives a 
safe live load of 39 lbs. per sq. ft. 



91 



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92 



Th 



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Expanded 



Metal 



Companies 



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94 



The 



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X P A N D E D 



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Companie 



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95 



The 



Consolidated 



Expanded 



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t 

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96 



The 



Consolidated Expanded Metal Companie 



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97 



The 



Consolidated Expanded 



Metal 



Companies 



is 

1 

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5 


^ 


5! 



104 



The 



Consolidated 



Expanded 



Metal 



Companies 



•f 

* * 

* > 

M 

> V 
{• •> 

i i 

■i 

1 


5 


* 

* 


l 
^ 

^ 


I 


1 

55 




1 


1 


1 

ft 


ft 


* 


* 


* 


* 


* 


1 


* 


1 

£) 


ft 


1 

5$ 


1 

5! 


j 

ft 


1 


* 


* 


* 


* 


* 


ft"* 

14 


! 


a 


« 


« 


* 


* 


* 


q 
$ 


^ 

? 


8 




q 

? 


^ 

? 






$ 

^ 


* 


^ 


% 


^ 


* 


§ 




ft 


5 

^ 


\ 

V 

I 

1 

! 
1 




^ 

* 












& 


fc 


U 






ft! 


§ 


•1 

V 

* 

I 

1 

1 

i 


N 

1 


'? 
^ 








Si 


? 




'ft 


J^ 
^ 


s 


1 


^ 

$ 












*> 


^ 


$ 


ft 


M) 

^ 


K 
^ 


<0 


"^ 

^ 








* 


N8 




s 


ft 


5 


5 












<N4 


s 


ft 


§ 


fc 


$ 


^ 


^ 








$ 


* 


5J 


1 


ft 




$ 


k 

\ 










« 


fc 


% 


K 


1 


x 


1 


*> 
* 


^ 


^ 
^ 




^ 


$ 


ft 


ft 


ft 


5 


R 


1 


§ 


^ 

* 






8 


* 


51 


Q 

£ 


1 


1 




1 


I 


a 


1 




^ 


* 


« 


1 


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ft 


N 


S 


* 


, R 


55 




8 


SJ 


5? 


ft! 


58 


$ 


$ 


c5 


1 


2 






* 


1 


{^ 


1 


15 


, § 


$ 
$ 


ft 




^ 






* 


§ 


I! 


^ 

K 


1 


1 






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fc 




5? 


1 


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15 


5 


5 


8 


a 


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1 




5 


ft 


li 


* 


* 


* 


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1 


1 


§ 

N 




^ 


i 


J 


^ 
^ 


15 






1 


& 

N 


S 


% 


1 


1 


§ 




? 


* 


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ft 


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5 




1 


1 


1 


* 


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& 


5 




a 


s 

^ 


1 


I 


1 


1 


$ 


^ 
^ 


* 


§ 


$ 


$ 


* 


* 


1 


1 


1 


9 


t 

^ 


^ 
« 


1 




x^ 


K 




5 

> 


$ 


^4 


S 


1 


^ 

« 




% 


> 
ft 


$ 


& 

^ 


1 


1 


* 


5 


^ 


§ 


^ 
^ 


1 


^ 


5 


<5 


§ 




1 


5 




i 


1 


? 


S 
* 


* 


1 




& 


$ 


1 


1 


ft 


1 


1 


i 


1 


^ 

^ 


§ 


N 


i 


^ 
^ 


I 


1 


1 


I 


^ 
^ 


i 




ft 


§ 


^ 

* 


1 


1 


1 


is 


S 

% 


S 


1 


&! 

^ 
^ 


^K 

^ 




1 


a- 


i 




i 


^ 
£ 


1 


^ 
$ 


i 


i 


It 


ft* 


5 


ft 


$ 


1 






1 




1 


1 


^ 
^ 




§ 




i 


ft 


SI 


i 


1 


T) 

1 


K 

ft 




Jq 

^ 


ft 

s 


* 


* 


1 


* 


53 


1 


1 


SI 


1 


^ 

^ 


1 




$ 


» 

> 


i 


1 


1 


i 


1 


1 


1 


1 

Cm 


^ 

*> 


fc 

^ 


*> 


k 


$ 


1 


§ 

^ 


1 


ft 


3 

^ 


1 


1 


I 








$ 


1 




i 


1 


1 




^4 


X 


ft 


1 


» 


1 


1 


1 


1 






I 


^ 

§ 


1 




K 


ft 


ft 




Si 


ft 





CM 


1 


l 




% 


(1 




1 


1 


1 


1 


cm 


i 


i 


1 

"J 


§ 
§ 




15 


1 


ft 


i 




1 


8 


1 




s 


> 

\ 


N 

1 


is 




1 


1 


I 


1 

« 


i 


i 


i 


1 








1 


? 


ft 


8 


1 




! 


2? 

1 


f 








* 


> 


V> 


NS 


K 


«Q 


^s 


^ 


^ 


Vj 




* 




^ 


^ 


K 


<*} 


^ 


ft 


^ 


■«i 



105 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 


\ 

: 
* 

■i 

1 


I 


i 


> 


1 


1 


3 


2 

5 


1 






* 


* 


* 


| 


* 


I 


1 


1 


1 


§ 

^ 




3 




1 


1 


< 


•« 


• 




1 
1 


1 


% 


* 


* 


% 


q 

^ 

^ 


1 

^ 


5 

w 


fr 

^ 
*) 






1 


3 


• 


<« 


«■ 


* 


« 


5 

^ 


* 


% 


§ 

^ 


11 

1 

> 
i 

h 

? 
1 




'■a 










^ 
V 


^ 

^ 


5 


& 

^ 


^s 

^ 


5 


V 

! 

1 

1 

1 
1 

si 

ifl 




1 








a 


«S 


fe 


1 


1 




i 










& 
^ 




ft 


1 


5 


^ 

^ 


^ 


: J 








s? 




fc 


^ 


* 




$ 


'I 






n 


^ 
^ 


& 

^ 


5 


5 


5 


u 


t 


i 








* 


^ 


1 


1 


* 


N 

8 


5 


: | 




ii 


5 




1 


1 


* 


5 


^5 


"ft 






5 


* 


k 


5 


J 


^ 


1 




& 


1 


% 


* 


fc 

^ 


fe 


$ 


x§ 


3 




8 


^ 
N 


1 


a 


1? 


% 




1 


5 


a 


s 


St 


Ed 






K 




1 


* 


I? 

% 


v. 

8 


s 

^ 


«1 




55 


^ 


< 


k 


s 


$ 


1 


, s 


§ 

h 


8 


^ 
^ 


55 


$ 


\ 
^ 


* 


1 


S 


& 

^ 


S 

•n 




^ 

$ 


N 

* 




* 


5 


» 


SI 


& 


ft 


* 

^ 
^ 


S 

> 


^ 

^ 
> 


§ 


i 


* 


§ 


$ 


$ 


§ 


3 


§ 
* 






6 

^ 


^ 
^ 


^ 


§! 


* 


$ 


1 


$ 

h 


l 


5 


fc 


1 


; l 


i 


5 


1 


1 


i 


! 


$ 

M 


^ 
i^ 
^ 


^ 


^ 


^ 
5 


^ 


1 


N 

^ 




& 


* 

i 


i 


$ 


i 




fc 


\ 


$ 






% 


ft 

•0 


3 

^ 


K 
ft 


1 


a 




1 


^ 


I 


§ 

«> 


* 


1 


^ 


15 

88 


8 


1 

3 


* 


t 


3 


£ 

^ 


* 


i 


K 


§ 


1 


1 


^ 

^ 


4 


^ 


* 


I 




$ 


1 


a 


1 


1 


1 


* 


1 





85 


$ 


i 


1 


1 


1 


1 


1 




1 


Hi 








^ 

Qs 




1 


1 


1 


« 


^ 

a 


^ 
fc 


3 


* 


i 


1 


1 


£ 
$ 
^ 


1 


1 


•k 




0. 




i 


1 


1 


1 


1 


51 
5 


1 




§ 

N 


^ 
M 


t 


$ 


a 


fc 


1 


S 
S 
^ 




1 




? 

^ 


s 

*) 


1 


* 


2 


? 


1 


1 


1 
s 


1 


<3 




k 

& 

^ 


1 




i 


1 


1 


1 




§ 

$ 


^ 
^ 


SI 




* 


^ 


1 




1 


1 


1 


I 


5$ 


& 

^ 






1 


i 


1 




i 




s 

fe 




1 


51 


ft 


1 




I 


1 


1 


1 


1 


*> 


1 




§ 


1 


i 


I 


§ 
s 


1 


I 


§ 


^ 
^ 


q 

% 


« 

^ 


4 


1 


S 
* 


1 


« 
^ 

N 


1 






> 


5 


i 


I 


1 


i 


1 


1 




1 


1 


> 


\ 

^ 




! 


I 


$ 
§ 


fc 
^ 

Ni 


1 


& 

§ 


I 






8 


i 


1 








8 


* 

? 


1 


I 


: ^ 






$ 

^ 


1 


$5 


1 


! 




§ 

% 


\ 




> 


MN 
> 


^ 


^ 


K 


*Q 


^s 


^ 


^ 


!! 


-a 

o 
"vfS 


» 


M(VJ 


^ 


v* 


K 


^ 


<^ 


^ 


* 


\ 



106 



The 



ONSOLIDATED 



Expanded 



Metal 



o m p a n i e 



s«0 



•5 

| 

I 



<0 






\ 

i 






ft * 



«(>% 



« 



1% 






■5 



\ 

I 

1 

ft 



Ms 



i 



4& 



s* 



ti 



tf$ : & 






\* 



P 



^ 



SS 



n 



»ga 



^ *>} 



s 



la« 



« 



atf 



U 



*$$ 



S N 



{5 



S3 



\ 



1 



H 



^ 






$* 






Mg 



v. 

i 
< 



II 



as 



N\ 



Q6 



^|ts 



l«| 



:«^5S 



V 



^ 



8 



N 



fc$ 



s 






!?*< 






u 



5* 






^ <N| ^ 






MS 






<K<K 



107 



Th 



Consolidated 



Expanded 



Metal 



Co 



M P A N I E S 











s 
$ 


§ 

§ 


4 




* 


* 


% 


■» 


* 


* 


< 


* 


* 


• 


* 


5 


^ 

^ 




^ 

5 
$ 


S 

^ 

^ 


* 


• 


* 


* 


• 


* 


* 


* 


« 


* 




1 


^ 
^ 

^ 


Is 


5 

N 


(5 


& 
S 




5 


is 

5 


5 





^ 
5 




n 
^ 





<5 


§ 

^ 






Q 

S" 

^ 








<5 


Q 

^ 


s 


I! 




a 
a" 

ft 

to 

-Q 

O 
O 






I 

V 






























! 

V 
























































Q 

H 




















^ 


CM 


CM 




























^ 














!? 





\* 


M 


^ 


ft 




cu 

<v 

a 






































^ 














N 


fj 


«») 


* 


^ 


? 




























« 




























(3 


„• 


a 
ft 

CO 


\ 

•s 
















5 


\ 


Ji 




"i 

^ 


S 




•5 












« 


ss 






^ 


^ 
^ 


R 






PQ 
< 
H 

PQ 
< 

m 


CO 




C 
<v 
u 
o 


* 

fe 

^ 






























ii 






































Si 




»0 

•0 


^ 


? 


* 




» 


§ 


Q 

^ 








^ 


? 






,5 


1 


^ 


1 


1 


a 

o 

3 


cu 


ii 




> 






*0 




^ 


§ 




ti 


fc 


I 


\ 

? 


^ 




\3 




1? 


Is 


$ 

^ 




R 


> 

^K 


5 


$ 


V 

5 


K 
? 


^ 


03 

+-> 

0) 

Sh 
O 

13 


oh a 
"« 'I 

Z CO 

ft 

CO 

ja 

o 
o 

o 


1 ! 




§ 
* 




























! 


i 




































* 


* 


\ 


^ 




^ 


^ 


^ 


K 




5! 


U 






E^ 


S 


5 


1 


^ 
? 


i5 
5 


, § 


fe 




N 


^ 
** 


$ 


* 




§ 


5^ 


^ 


5 


5 




\ 




^ 


% 


K 


S 




fi 


5 


N 

\ 




CM 


!5 


























































"a! 




& 






w 
\8 


S 


* 


^ 
^ 


fc 


^ 


1*1 


> 

5! 


1 


^ 


\ 




^ 
? 

N 






^ 


S 


5: 


K 


1*) 

5 


1 


5 


fe 

^ 


I 


CM 


§ 

^ 


3 




a 

CO 








i 


<5 

"0 


5 


* 


^J 
S 


$ 


^ 

5 




\ 






ft 






^ 

^ 


^ 
^ 




5 


is 
5 


is 


* 




fc 

^ 


% 


fc 
b 

^ 




1 




Cfi 






> 






























^ 




















































































a 

'S 

3 










<5 

v 1 




5 


$ 


$ 


$ 


* 


5 


> 




CVj 




5 
") 


ft 
? 




% «4 


<$ 


? 


1 


15 


5 


1 






1 

V 




1 




\J 


V 


^ 




$1 


^ 

^ 








K 


5 




S 


\3 


!? 


1 


fe 




fe 
V 






N 

^ 


2 


5 


^ 


b 










8 

i 

? 

•0 




* 


"\> 


\ 


\ 


X 


\ 


*l 


N 


lT ) 


h 


» 


* 


^ 




^ 


S 


\ 


IVj 


CM 


"0 


«l 


^ 


■•> 


^ 


^ 


K 


Q 

-i 


X 


$ 




5 


V 
* 


5 




§ 


> 

CK 


i 


\ 




"q 






^ 
^ 






8 






S 


^ 




s 
5 












* 


\ 


s 


\ 


Hi 


ft] 


■*> 


'"l 


* 


* 


^ 


^ 


^ 


h 




^ 


S 


M 


IVi 


N 


"i 


^ 


^ 


^ 


^ 


S 




h 


10 


^ 


MM 


^ 


\$ 


K 


^ 


ck 


« 


^ 


5) 




% 
*) 


1*5 


^ 




^ 


^ 


K 


Qq 


^ 


^ 


* 


^! 



108 



The 



Consolidated 



Expand 



Metal 



Co 



PAN 



1 

■<0 



$ 

Sv 



1 

II 






x 






-5 5 



•I 
i 



> 

.* 

& 



5 
fc 



^ 



s 






vTi 



$ tf 



K Jrj 



H 






^ <s 



*"» 






109 



The 



Consolidated 



Expanded 



Metal 



C o m p a n 



f 












: 









*s 






h 



h 



*•» 



%^ 



$ \ 



110 



The 



Consolidated 



Expanded 



Metal 



Companies 



53 

1 


1 


1 


? 
* 




«3 


§ 

^ 

^ 


5 


1 


1 

55 


1 

x' 


1 


* 


* 


• 


* 


! 


to . 
1^ 


1 




1 


1 


l 
^ 






! 


1 


^ 

§ 

* 


* 


« 


. 


H 
W 




■3 

"1 


* 


* 


* 


* 


* 


* 


§ 




8 

n 




5 

N 


! 


31 


- 


* 


* 


5 


* 


« 


* 


§ 


^ 
^ 

N 




Is 
5 


! 

V 

tvj 

11 

1 

i 

N 
9s 

10 


I 




























1 
v 

1 

\ 
ii 

s 

l! 

■ft 

KS 

Q 
■? 


1 


a 

^ 


















to 


^5 


^ 


$ 


5> 




















^ 


5 


« 


















K 
N 


5s 


^ 


5J 


? 


* 

^ 

* 














* 


5 


fe 


^ 


* 


* 
















& 


^ 


^ 


* 


K 

^ 


s 


^ 
5 














*S 


"3 


U 


§ 


« 




a 

^ 












8 


^ 


K 


R 


§ 


$j 


X 


^ 
* 














1? 


$S 


^ 


k 


§ 


h 

^ 


^ 

^ 












^ 


8 


K 


S 




* 














it 


* 


^ 
mj 


ft 


s§ 


k 


1 


^ 

^ 


^ 

^ 










J5 


* 


R 


. 


^ 


^ 


$ 




I 








81 


* 




^ 

^ 


X 


1 


i 


3 


^ 

* 


^ 

^ 








M 


^ 


<* 

^ 




5 




\ 


$ 




« 
^ 

^ 






Si 


* 


§ 


K: 


x 


% 


53 




1 


5» 

Si 


q 

h 






5 


& 

"i 


5S 


^ 


5 


K 

\ 


\ 




Si 




'4 




fc 




* 


) 


1 


5 


$ 


V 

Q 












§ 


§ 


^ 


fc 


, 


^Q 
? 


K! 


^4 








£ 


I 






ft 


& 


1 


SI 








f 
i? 

^ 


s? 




*s 


S 


^ 
\ 


fc 


x^ 


5 








* 

^ 


5} 


1 


S 

^ 


s 


* 


fc 


1 


5 


* 


$ 


i 

** 




^ 

s 

\ 


6 


"3 




^ 

^ 




<*> 


5 


1 


s 




is 




^ 

^ 


J5 

* 


1 

^ 


> 


* 


* 


ft 


x- 


$ 


* 




$ 


\ 


s 

V 


5§ 


$ 




% 




1 


^ 
5 




S3 






K 
"0 


1 


§ 


1 


^ 

* 


* 


fc 


5 


1 


5 






1 


5 




^ 




Is. 


% 


§ 


$ 




, 5 




| 
> 


V 

5 




g 


* 


^ 

Qq 




5 


t 


IS 

5 


\ 




^ 

1 


1 


5! 


^ 


§ 


^ 

K 


s 

^ 


\3 
\3 


^ 
^ 


^ 


$ 


\ 


E 




^ 

% 




1 


§ 

^ 


I 


^ 

1 


\3 


fc 


I 


^ 
* 


J 


* 


1 


* 


^ 

^ 


Sj 

^ 










§ 


^ 


$ 




2 

N 


^ 
^ 
> 


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113 



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114 



The 



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Expanded 



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Companie 




115 



The Consolidated Expanded Metal Companies 

Introduction to Beam and Girder Tables 

THE following tables have been carefully prepared for use in connection 
with ordinary beam and girder design. These tables have been com- 
puted on the theory of design adopted by the Joint Committee and 
embodied elsewhere in this book. They are divided into two groups, the 
one being designed for simple beams with a bending moment equal to ^WL 
and the other for continuous beams with a bending moment equal to T V W L. 
A better design may thus be obtained by properly proportioning every beam, 
as well as by a closer adherence to the principles involving the shear than is 
attainable in a single set of tables with modifying factors for the other bend- 
ing moment. Unlike the case of the slab tables, the safe loads herein given 
include the total of the dead and live load combined. On account of the fact 
that the spacing of the beams, the character and composition of the floor is 
unknown, a safe live load table cannot be computed that would be of any 
practical value. In the case of the slab tables before given, the thickness 
of the concrete is known and, therefore, the safe live load can be given. 

The minimum thickness of slab required with a given beam is given in 
the tables by large open number for all values within adjoining heavy lines. 
When the value given is 0, the beam in question is sufficiently strong in 
compression as a rectangular beam. The compression in the stem of the beam 
has been in every case taken into account. It should be borne in mind that 
the tables are for strictly T-beam construction, commonly used in reinforced 
concrete. 

The loads given are assumed as uniformly distributed. Cases will occur 
continually when the loads are more or less concentrated as is the case in 
girders. In order to take full advantage of the total load beam tables, it will 
be necessary to transfer these partially concentrated loads into equivalent 
uniform loads which will give equivalent results. This may be readily done 
by a designer under the principles governing common beam design. Having 
found this equivalent uniform load, it is merely necessary to enter the tables 
and proceed as before. 

It is desirable to point out the limitations in the use of the T-beam 
tables given. No provision will be found for continuity over the support. 
The required amount of steel over the support is invariably given in specifica- 
tions. In the absence of specifications, a value equal to x /i the steel required 
in the center of the span should be used. 

116 



Consolidated 



Expanded 



Metal 



Companies 



No provision for shear bars or stirrups will be found noted. The princi- 
ples of shear design as recommended by the Joint Committee should be 
studied. In general shear reinforcement will not be required in the middle 
third of the beams. The tension bars at the center of the support will provide 
for the greater portion of the shear if bent at an angle of 45° and used as the 
top reinforcement over the support. One bar should be bent at the }/i point 
of span and the balance between this point and the support. Vertical stirrups 
of about tV'^ will be invariably found necessary. The spacing is sometimes 
varied but in general a uniform distance of 6 inches between vertical stirrups 
will be usually found sufficient, j 

It will be noted at once that no particular order has been followed in the 
tables regarding the sectional areas of steel required. The compiled data 
has been taken from the engineering files of this company. It was at one 
time published. The great assistance offered by the use of these tables and 
the numerous requests we have had for old copies of our publication have 
made it advisable to offer them in their present form. We believe that 
they are unique in the reinforced concrete world and that after study, they 
will be found of great value. 

The following table will be found of assistance by way of index: 



Area in Sq. in. per foot of 
Width 


Simple Beams H WL 
Page No. 


Continuous Beams & W L 

Page No. 


1.5 

2.25 

2.50 


118 
119 
120 


136 
137 
138 


3.00 
3.50 
3.75 


121 
122 
123 


139 

140 
141 


4.50 
5.00 
5.25 


124 
125 
126 


142 
143 
144 


6.00 
6.25 
7.00 


127 

128 
129 


145 

146 
147 


7.50 

8.75 
10.00 


130 
131 
132 


148 
149 
150 


10.50 
12.25 
14.00 


133 

134 
135 


151 
152 
153 



117 



The Consolidated Expanded Metal Compan 



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^ 
$ 




5j 




^ 
^ 


9 


( 






— s 


H 






^ 
S 


^ 




1 




55 


5$ 


5 


^s 

^ 




^ 
^ 


^ 
^ 






■> 






— ^ 


?> 








V8 






S 


5 


!5 


^ 
^ 


<* 

^ 




^ 

^ 


^ 
^ 


N. 






^ 

^ 




* 






0^ 


5 




* 


! 








1 


> 
^ 




^4 












* 

5J 




^ 
^ 

Ni 




>♦ 
3 




^ 

^ 


4 

5$ 


*§ 

^ 


^ 


i 




M 
^ 


K 

^ 
















ft 


5 




"^ 

*! 


^ 
^ 


<0 

3 


5 


\ 

^ 




















5 




55 


55 


X 


^ 
* 






























•o 












































* 


% 


> 


* 


*fe 


% 


51 


^ 


* 


* 


% 


* 


«s 


* 


% 


* 


« 


* 




v» 


K 


«0 


0- 








^ 

\ 


5 


^ 

N 


N 


K 




N 




M 








S 



118 



The 



Consolidated Expanded 



Metal 



C o m p a n 



> 

f 

1 
1 

! 
1 

> k 


■i 

n 

i 


r 


"**"i 


_^ — ^ 


'& 




1 
* 


4 


1 


■ 1 s 










i 

rr— — . . 


-ni- 


>4 W VH * $-1* 




1 




















^ 
S 






^ 
4 




Si 


1 


8 


2 


ft* 


<0 


1 


^ 
M 












59 


is 


S 


s 








^ 

« 








* 


J 

M 




<a 


= 




)i 






* 

* 




a 


IS 


<* 

^ 


^ 
n 
^ 




* 




<* 

^ 


a 












^ 
3 




S 




i 


<V4 


3 


k 

$ 


55 


5 


Q 

^ 


»» 
* 


a 






M 
K 




3 


^ 

n 




«0 




<5 




^ 


5$ 


5$ 


<0 






^ 




*> 


o 
«} 




§ 


a 








-8 


) ? 


5? 


5 




s 


N 
5 






$ 










j 








L ^ 




^ 
^ 


N 

3 


^ 
^ 










t 


<* 

* 


ft 




I 




5? 


? 


1 


* 




5? 


5S 












s 




M 






6 


K 

5 


^ 

$ 


9 


5j 


















s 






n 
* 
































1 


* 


% 


> 


* 


^ 




* 


* 


«t 


* 


* 


^ 


^ 


* 


<fe 


* 




Qo 


^ 


^ 


* 


5} 


5 


* 






K 

N 


* 


* 


« 


d 


» 


^5 


$i 



119 



The Consolidated Expanded Metal Compani 





? 








V 


a-jAj 


»| 






^ G II V 


• S i ? ^ 






! 


a iHt iiri 

-ft--*-- <b^ ^* ^ gs^ 














"f"- 




<*- 








— ^i - :^ 4... s i-j<K* 




















K 


^ 


"n 


K 


N 


K 


^ 


M 


\ 


1 


















r c 




^ 


r 


^ 


« 


« 


ft 


cvj 


% 


\^ 












N 


v 


"t\ 


z£ 


1 


? 


<^ 


^ 


^ 


M 


N 


1 

! 

1 


j 




<M 














K 






^ 


^ 
^ 


^ 


^ 
^ 


Cm 


cm 


cm 


^ 
^ 










<M 


M^ 


V 


^ 


v 


^ 


^ 


h 


<*i 


\ 


N 


cvi 


1 


§ 










& 
*> 


Mj 


^ 

^ 


S 




8J 




^3 


«J 




Cm 


^j 












mj 


\ 


^ 


V. 


cm 


K 


^ 


\ 


\ 


^i 


\ 


^ 


1 


1 


^ 










^ 


«? 


« 


§ 


cm 


^ 
M 


s 


^ 

cm 


5^ 


^ 


^ 


I 










\& 


M 


t\ 


K 


V 


^ 


\ 


*v 


^ 


> 


^ 


Ns 


c^ 


■S 
$ 


% 








^ 
$ 


Si 




St 


^4 


c^ 


<3 


^ 


c^ 


^ 


^ 


55 


R 
\ 


^ 






\s 


\ 


* 


M> 


\& 


N 


N 


^ 


M> 


^ 


\^ 


^ 


\ 


^ 




1 

N 








$ 


cm 


5 


<% 


;^; 


3ii 


^ 


? 


5§ 


^ 


* 


^ 


5S 






M 


^ 


^ 


^ 


^ 


^v 


]V 


& 


\ 


C>s 


\ 


f^ 








■* 8 

> * 

^ s 




* 




<*> 




^ 

N 


CM 


RS 


3 


3 


^ 


$ 


* 


^ 


^ 










^ 


N> 


\ 


s> 


CM 


N 


* 


N 


cm 


^ 


^ 
















IS 


% 


? 


Ji 


C\j 


Cm 


$ 


* 


$ 




^ 


55 


5 
















*! 


3 


(M 








^ 
S 


^ 

S 


^ 
5 


















5 


M 


M 

5 


* 
* 


is 




























^ 4 

H 


^ 




* 


* 


* 


^ 




* 


* 


«5 


<t 


* 


* 


i 


> 


% 


(- x 

*.*«» 


CK 


^ 


> 


<M 


^ 


>V 


^ 


^ 


K 


^ 


V 


Q 


^ 


E 4 


f^ 


> 








s 


s 


S 


N 


N 


V 


N 


N 


\ 


\ 


(M 


CM 


^M 


^M 


M 



120 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

t 

! 

! 

i 

^ 1 


u 

i 

1 

<0 




"U-^-^j 






t 

1 

1 


•5 it ji 




:1l I 








J 


r 






c «o 


3-? 


h 


\ * * ," i , 5 .|^f 


i 




1 

* 

* 


* 












*# 

$ 




1 




^ 
* 




N 


IS 


Hi 




S 
^ 
^ 


$ 


^ 

^ 
^ 


$ 


( 










T 


N 


S 
* 




$ 

> 




«» 

* 


1 


81 


s 

^ 


^ 

S 




^J 
S 


<" — 




N 


?! 


\ 






^5 


'a 


^ 
* 


^ 

* 




^ 
* 


1 

^ 


i5 


*<> 

81 


* 


^ 
R 


? 

^ 


si 


8 








^ 


« 






§ 


i 




5 
* 




4 


^ 

^ 




^ 






? 

^ 




jj 


\3 


1 


5 






$ 


1 












» 




15 


8 


<0 


^ 

9 


15 


Q 

s 


^ 

^ 








* 


^ 

» 


M 




N 

$ 
*> 


85 




^ 
^ 


<5 


5 


i 


^ 

9 


•8 








X 


J 


N 


1 


ft 


* 


*0 








1 


$ 




3 


1 








8 


\ 




1 


1 

*1 


N 

* 


4 


7^ 




<*> 

5 




> 
Nl 


«* 

» 


<* 

$ 

^ 


^ 

« 












§ 


V 

3 


1 


4 


K 

&S 




^ 
* 


^4 


1 


< 






4 














* 


\ 


^ 

* 


^ 
4 


IS 


1 


* 










N 
< 


5j 














* 


^ 

A 






3 


«5 






% 






N 
















* 









«5 




^ 

* 


























5J 


8 


«0 


s. 


^ 


K 
* 




























1 1 

N 


55 


* 




* 


% 


* 


% 


■% 


^ 


* 


* 


* 


^ 


^ 


* 


% 


^ 


^ 








5 


* 


S 




5; 






Ji 


JN 
Nl 


^ 






« 


S5 


^ 
^ 





121 



The Consolid 


A. T ] 


3 D 


Expanded Metal 


Companies 




1 

! 

! 

i. 

X ^ 


V 

5: 




i 




V- 


» 
— *-l 




1 ill 






..j 




=— 


■ 




> 




. 


«V • fr SL u V * 


■ 


r 








1 

1 










r r 


- 


— «. 


N& 

)* 


% 


^ 

* 


& 
^ 
% 


^ 
^ 


\ 




is 


si 










si 


- 






t 


2J 
^ 


* 




g 

^ 




^ 

sj 


% 

^ 


> 










V 
« 


1 




^ 
^ 


S 

^ 


8 






> 


SI 


^ 

^ 


Si 








1 
\ 






^ 
* 


\ 


^ 

^ 
^ 


^ 


h 
^ 
*! 




^ 
» 




!5 


5 






^ 

* 


1 
* 


* 

^ 








^ 

SJ 

^ 




a 


i 




*> 




^ 






^ 
^ 
* 




v 

^ 
^ 






Ci 

$ 




^4 


J5 


i? 
^ 
N 








* 




I 


S 

^ 






3 




^ 

^ 
^ 


S 

G 






^ 
« 








* 


^ 

$ 


si 










* 

tf 


CVj 


\ 

^ 


^ 

% 












*! 


\ 


N 




^ 

* 




«5 


£ 


















* 






c5 


* 


fc 
* 


^ 


^j" 


3 
















$ 4 

M 




* 


* 


^ 


^ 


^ 


^ 


^ 


^ 


s 


% 


% 


^ 


^ 


^ 




^ 


* 


S 




* 


* 


* 


^ 


^ 




^ 
M 


•55 






» 



122 



The 



Consolidated Expanded 



Metal 



Companie 



1 

1 

} 

i 

1 
! * 

i 


i 

ii 

i 

•r 






* 


£ 


r 




,1 

h 


^ ^ * k 






i 1?» 


"T 


4 VUIII ^ 


- 


-> 


, — i H 


i "i 
















V 

5 


9 


1 




s 


* 

4 


N 

? 


K 

< 


V 

* 


\ 
« 


Si 


as 


* 






(s 








X 

1 




? 








^ 


1 


i 


^ 
^ 
V 


^ 

« 


^ 
* 




s 




^ 
§ 






15 






* 
4 


it 




>» 
S 


q 

? 




1 


^ 

« 








1 


CM 


It) 


S5 




») 






9 




* 

>* 

^ 




^ 

§ 


1 


K 

51 


\3 


K 
* 


V 
tK 
^ 


> 
* 


V 

^ 
^ 


Si 




N 

^ 


^ 

$ 




*5 


3 


^ 

§ 




1 


^ 
^ 
"? 




1 


^ 

* 


^ 

* 




^ 

^ 




ft 










8 




N 

s 


X! 


l 


i 

s 


** 

i 


N 




\3 


i 








IS 


CM 




S 
^ 






J5 






> 
n 




^ 
S 


^ 

% 




-1 


S 


1 


is 




3 

^ 




N 


ft 






4 


ti 






S3 


CM 


% 

* 




J 


^ 

* 


ft 


K 




to 


** 

* 






^ 




8 










§ 


\ 

i 




< 




SI 


V 

£ 

^ 


\ 

s 

Nj 






15 




S3 


^ 

S 














5$ 






1? 


K 




V 




^ 

^ 




^ 

^ 




















* 




«* 
t 


^ 

*> 




N4 


8 


8 


^ 
^ 

N 




rft 




















5 


3 


8 








IS 


^ 

JS 








^X! 


Q 
















* i 

H 


H 


* 


"to 


^ 


* 
N 


* 


% 


% 




^5 


* 


<f 


^ 


^ 


■^ 


* 


* 


>» 


% 


8 ^ ii 


5 


* 


!5 




S 


5 


* 


* 


ii 






a 


? 

Nl 






8 


ft! 


ai 


NO 
*> 



123 



The 



Consolidated 



E X P A N D E D 



M E T A L 



Companies 



1 

1. 

! 

! 
1 

1 
! 

u 


4 

J* 

! 

<0 


1 


1 V 
'ft— ^ *fi$ 


1 


ix 
it 


. % S " '1 








\ wwi 


"3 JIWM i»H 




' *T 




1 ^ ^ § .||j* 


-r 




J \l 






1 


&1 


< 


3 

3. 


\ 


■^ 
K 


8 




^ 

$ 
^ 




^ 

^ 










! 






^ 

« 






$3 




is 




1 










1 


^ 

^ 
^ 












N8 

ii 


^ 

^ 
^ 


SI 






* 
6 


5 

$ 


^ 

1 


S 
9 


\ 
* 


51 


^ 

5 


N 




% 

* 




^K 

$ 




^ 

1 




^4 


i 


« 


5> 
ft 




1 




M 


1 


^ 

* 




* 


^ 

^ 


is 


< 


^ 

& 
^ 


^ 

^ 






t\ 

it 




^ 
^ 


J! 




3 




^K 

$ 


^ 

3 


\ 






S 
If 




* 
5 


^ 

* 




ft 




* 
t 


M 


^4 
^5 


s 
fe 


s 
N 


$ 




i 




* 
$ 


4 
? 




i 


> 


A, 


i 

^ 


^ 

^ 


M 


^ 
^ 

^ 


4 


^ 

^ 

^ 


^ 
^ 


9 




i 

(VI 


1 

^ 


^ 

$ 




H 

§ 


* 


K 

* 


^ 

^ 

^ 


^ 
S 


^ 

^ 


^4 


Is 


^ 

^ 
^ 


\ 


^ 
fi 




i 








H 


^ 

!* 

^ 


^ 

i 


i 

\ 


V 

$ 


^ 




^ 

^ 




s 




^ 

8 


s 

8| 


Q 

« 














5 


^ 

« 




% 

* 


* 
§ 








I 


^ 

s 






















* 




1 




1 




* 

% 


^ 
S 




(is 
K 


-«3 




















^ 


8 




^ 

& 
^ 


<Js 




1 


^ 
S 


15 




^ 


5 




















* 




^ 


X" 


^ 


* 




^ 


* 


^ 


* 




^ 


^ 


^ 


« 


* 


* 


* 






s 


K 
N 


5! 




« 


ii 






9 


i) 


N 


fe 


? 
N 




4 


SI 


* 


v* 
*> 



124 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

t 

! 

8 !? 

* I 

H 


i 

I 

4! 

1 








V 


> 


IN 








ii 










r-^r ^ * ^ ^ * $$ v $ $ 




















-T-- 






»H 


^XM * 1^ 






>^-* j 






1 

1 
















1 


8 


^ 

* 




55 


■5 




•^ 

% 


V 

* 


^ 

* 


V 

S 


* 












5 


ft 


^0 

R 


R 




* 




Si 


1 


^ 

^ 


*> 
« 




ft 










* 




NO 


^ 

5 


!? 

^ 


5a 


§ 


^ 

q 


J^ 

* 


» 


* 


^ 

« 


^ 

^ 


3 








^ 
§ 


I 


* 

fc 


^ 
^ 




^ 




81 


1 


^ 

S 

^ 


J 




K 




5 








S 
* 


-1 




? 


* 


i 


n 

^ 




i 


^ 

^ 
i 




6 

^ 


s. 


s. 


^ 
^ 




^ 

s 


»5 

R 


^ 
3 




s 


J § 


^ 


i 


& 
^ 


« 


*) 
\ 
% 


1^ 


\5> 










S 


^ 

K 


1 




£ 

^ 


1 


^ 

^ 
^ 




^ 
^ 


? 
^ 


V 

^ 






If) 








* 




* 








* 


? 




^ 
^ 
"t 


m- 
^ 
















^ 


\9 




^ 

* 


* 




1 


■% 




^s 

t 


^ 
^ 




85 












* 




<* 
8S 


^ 

^ 


*> 


^ 
^ 

^ 




1 

^ 




-* 


















* 






s 

> 




s 


* 

^ 




^ 

* 


^ 


















% 




* 

^ 












t 


fe 


D 
















*s 








i 


(s 


K 


D 






















« 
* 


j 
S 


Hh 
$ 


15" 


^ 


* 


* 


* 


» 


^ 


^ 


* 


^ 


* 


* 


% 


* 


* 


* 






* 










^ 


a 


M 




» 






8 


R5 


* 





125 



The 



Consolidated 



Expanded 



Metal 



Companie 



1 

1 

! 
f 

1 
\ i 

5 <b 
"0 \ 


•5j 

f 

I 

1 

! 

1 

•0 






i 






n 


J- Ji 










I » ? i i 3 5 « = ; : 




K 




, 7 ^ ^> ^ S: n I i ^ $\fc 


* 




Ml ij U 

lull t* i 


-f-V-<"i H 


to 


^ 
* 








31 


It 




1 


^s 

^ 

^ 


a 


8 




ft 


§ 


5j 


N5 


% 
^ 


i 








<s 


= 




^ 

« 


* 








a 


V 

fc 


$ 

^ 


\ 
^ 
^ 


^ 

^ 






N8 


^ 

% 




^ 

§ 


^ 




\ 
$ 


<*> 


* 


T 

^ 


Ms 


8 


^ 

R 


a 


4 


3 


52 










\ 
$ 
S 


J 




* 








* 

^ 


1 


^ 

* 


1 


? 

^ 






5 


51 


K 

5S 


4 


J 




$ 


i 


1 

^ 


it 


s 
£ 






** 

fc 


12 


K 

§ 




CM 

Si* 




rt 


« 






M 


I 


, 5 


^ 

* 






* 


<& 

$ 


Y 
« 


a 


N 


ft 


5* 






•» 


1 


5i 


1 


J 


K 

^ 










S5 


55 


* 

^ 


E 


* 


5 


s* 

3 


^ 

$ 


^K 

? 


*> 

5S 


^ 

% 


^ 

« 


! 


> 


$ 






N 

^ 






m 

* 


8 


V 

« 


^ 

R 






^ 

* 


V 

* 


N 

* 


K 

^ 


\ 


% 


I 




N 


1 


hi 


^ 

* 


^ 






% 


4 


X 

^ 
^ 


N 
5 


5 






3 


1 


1 

> 


T 


^ 

& 

\ 


^ 

* 


i 


^ 
$ 


s 


V 

* 










ft 


$ 

^ 




\ 


* 

$ 


^ 
* 


\ 


^s 

* 


i 

^ 


^ 

^ 
> 




i 


5j 


t 


Nil 












ft 


"0 








1? 




< 


85 


% 

S 

^ 


I 


V 

^ 

^ 


* 


T 


3 












^ 


* 

* 




^ 

* 


J 


&> 

& 

^ 


8 


s 

s 


V 

S 

^ 


s 






















s 4 

H 


MM 




^ 


» 


5 


^. 


^ 
5 


* 


* 




^ 


^ 


* 


<i 


* 


^ 


^ 


■% 


% 




$ 




K 

N 


* 


* 


8 








> 

Ni 


5° 








^ 


« 




s 





126 



The 



CONSOLIDAT 



Expanded 



Metal 



Companie 



1 

! 

1 

* 1 

A X 


n 
I* 

I 

•1 

<0 










■5 


^ 

^ 
§ 
* 


o ii n 


$ ^ I 1 ^ 






c m 




./■■»■ 


O* HI? 


* 

\ 

ft 


I 








N 

5 


! 


! 


N 




5 

^ 






"0 


ft 


^ 
R 


^ 


^ 






g 

^ 


* 


<§ 


» 


>* 


1 




^ 
^ 
^ 




^ 
fc 




*> 

t 


^4 




I 


^ 
R 


^ 

5 


> 


% 
§ 


k 
^ 


1 


^ 
* 




S 
* 


ft 






* 


m. 
* 






^ 

4 








§ 

^ 


3 


\ 


* 








1 


i 

* 


s 
5 


£ 

* 


Si 


1 


1 






^ 

» 




«5 


J 


^ 

^ 


1 


<0 








*> 


s 

1 






<<> 


* 


* 

* 




^ 


N4 


i 






1 


V 

« 


J 


5t 






^ 

^ 
\ 




■*5 


"T 
* 










^ 

s 




"5 




> 




^ 


^ 


^ 
* 


51 




^ 

!? 






1 


K 
$ 


1 


^ 

* 


s 


n 
* 




« 


•n 

^ 


s 

^ 


5 


5 
% 


^ 

i 


V 

* 






<*> 


^ 

« 


"* 
^ 


$ 


-1 


^ 
« 


^ 

* 


* 


> 


1 


\ 




•^ 
) 


V 

* 


^ 

* 


•^ 

% 


V 




8 


^ 

< 








a 


^5 

3 




N, 




ft 




N 
« 


Ni 

^ 






\ 


*> 


^ 

* 


tK 

$ 


V 

? 


> 
^ 














1 


V8 


X 




^ 

% 


^ 

$ 


!5 




^ 

« 


^ 

« 


5 




><1 

1 


« 








^ 

Nl 


^ 

* 


5 






1 


^ 

s 


■* 
t 








\ 

r^ 


•^ 

-$ 


^ 

^ 


1^ 
















^ 

% 




5» 




K 
* 




5 


^ 

^ 
^ 






Si 


J 














§ 








1 






* 


1 


























> 
* 


* 


15 


5 


> 


* 


» 


^ 
5 


^ 


* 


* 


% 


* 


* 


* 


* 


* 


* 


* 


fc s t, 






\ 




M 






5 










SI 


* 


^ 




A 




s 



> 



127 



The Consolidated Expanded Metal Companies 



1 

1 

! 
I 

1 
!. 

> k 

H 


> 

<b 

■1 




~1 




iK 




it 


i 






^ 
^ 


t|f 




i 


\ 

1 


i 




\ - r & 


r 5 -; ^ n « S1H 


i , 


_f_ 




M « * -S ^ 3 J> ^„^ * 










< 








v : t^ 






^ 

^ 


1 










1 

! 












x- ^ 




^ 

^K 


1 


^ 

^ 




<5 


^ 




^ 
% 


5S 


^ 
* 


i. 
^ 


8f 


at 








1 




^ 
* 


^ 
« 


1 




^ 

R 


^ 
* 




%. 
5 




5 


8 


5} 




Si 








K 
X 




^ 
« 






1 v 


M 
R 




1 

^ 


5 
^ 


ft 

<0 




% 

^ 


\ 


5 






N& 
$ 
* 














\3 




J 


1 

^ 




^ 

« 


§ 


"% 

\ 


^ 






^ 
$ 






^ 




^ 
8 




t 




$ 
i* 
^ 


? 


IS 


\ 


^ 

^ 


N* 

« 


\ 

^ 


> 






^ 
« 




IS! 


^5 




Q 

^ 
^J 


Q 

N 

^ 


& 

^ 




^ 

^ 


^ 

N 
^ 


^ 

* 


k 

« 


^ 
^ 
* 






y 
n 




£ 

1 




*1 


*• * 


jo 


-5s 


^ 
^ 


Si 






^ 
* 


Q 

* 


^ 

« 


^ 

^ 


^ 

* 






* 


8 


X 

1 


8 


*i 




> 










^4 

K 






^ 

§ 










« 






ft 


3-1 


X Nj 


Y 
^ 
^ 




^ 

« 










^ 

^ 












* 


fc 

^ 




^ 
^ 

^ 


^ ! 










% 

1 


\ 

V 
h 






n 


c 




ri 






* 


N 

$ 






* 5 






^ 


K 


3 










-4 ' 


K 









* 












^ 
^ 

s 


c§ 


& 


D 




















« S 

N 


$ 


*■ 


1* 


5 


^ V 

^ v 

\ 


* 


* 


* 


* 


* 


* 


5 


* 


* 


* 


% 


* 


j 




$ 


* 








\ 


8 








^ 


1? 




2° 


^ 
*> 




» 





128 



The 



Consolidated 



x p a n d e d 



Metal 



C o m p a 



1 

? 

! 
1 

1 

*<> 

i * 

^ 1 


n 

I 

? 

I 

T 






1 ^ »-«HJ 








* 

1 






■1M 


• 




f 1 ^ * «J C^ > ^ ^ ^ 


— ■" 


, m 


■ — 










*K >J ! 












i 

1 

i5 


















1 
^ 






^ 
« 


M 


^ 
^ 




"0 


^ 
> 
^ 


V 

1 


I 














r 




7^, 


K 

N5 


?> 
* 






5f 


5 

^ 


^ 

^ 


s 

^ 


ft 












S 
* 


^ 
* 






^ 
^ 


% 
* 




$ 

^ 




^ 

^ 






$ 










* 


1 


* 


1 


* 


% 
^ 




§5 










^ 

% 


i 












1 


5 


V 

« 




«« 
8 


5 


5 


^ 

^ 


^ 

A 




^ 

V 


"% 

* 


&4 








\ 

* 


\ 

* 


i 


v 

$ 


V 

^ 




$ 

h 




^ 


^ 

^ 


S 

S 








> 




^ 

1 


a 


i 




J 


t* 


*•*> 
^ 




'& 

$ 


^ 

^ 


i 












Si 




1 


1 


8 


1 


V 

a 


$ 


5 








1 


^ 
* 










3 


1 


3 


*> 
^ 


^ 
K 


5 


Hi 


•h 
$ 


* 


* 


\ 


1 














5$ 


* 


\ 

* 


« 

^ 




^ 

* 


*> 


^ 
3 




* 


S 


? 


n 





■ -i 


^ 






^ 




3 


$ 

S 


« 


X 


1 

\ 




$ 
* 












d 


J 






* 








* 




^ 
* 


8 


£ 


ts 


) 


















^ 


^ 


* 


^ 
^ 


% 


^ 


^ 


% 


* 


^ 


^ 


^ 


* 


% 


* 


- s 


* 




<5 


* 


$ 


* 


N 


« 


* 


8 


^ 


IN 


^ 
^ 


« 


§ 


« 


I*) 


^ 

^ 


^ 

^ 



129 



The 



Consolidated 



Expanded 



M 



Companies 



i 

! 
1. 

$ % 

> k 
<0 ^ 


II 

! 

1 




~ 




-* 


> 

>^lfJ 


> 






^ 
s 

* 


tlf 

V. II 11 


^ N 


^ 

^ < 

^ 

.. & 






* F* 


r 4l T _ * 3 «, -8*V n$> /$ * 8 S 


! 












■ ~T~ 


"a 


■- v »>• 1 .. ir 






>» - ' 


'X, 






q 

^ 


1 













* 




s 








1 


$ 
§ 


"^ 
^ 


1 


1 


^ 

1 






* 


V 

^ 




K 

s 


ft 


S 


( 


\J 


=) 


11 


1 


1 


l 


1 
^ 


1 


1 


s 


^ 
^ 




1^ 


R 


R 


3 


S 








*> 


11 


^ 

s 


1 


l 


^ 


8 


1 










i 




^ 
^ 
^ 


2t 








<0 




1 




M 




>? 
fc 




^ 




i 




^ 
* 


5S 


^ 
^ 


% 






1 


5 




> 


M 
ft 


^ 


! 




V 

* 


% 


«1 




*. 

« 


1 


Rl 




8 






1 


I 
5 


III 


V 

* 


l^ 
* 


sy 

^ 


$ 






K 


% 

^ 


1 

^ 




1 




^ 

«& 


as 




^ 

* 


^ 

§ 


*> 




1 


^ 

« 








^ 

* 


3 


Rj 




^ 

% 


1 


^ 

N 

^ 


1 


^ 
^ 


1 


i 


2 






R 




\ 
§ 


^ 

^ 


^ 




^ 

^ 


SJ 
% 


1 


^ 

^ 


V 

^ 


1 






1 


^ 

« 


1 




* > 
^ * 


^ 
^ 


<5 






i 


S 

^ 


31 


N 

"5 




1 








si 


1 


5 




V 
« 








^ 

^ 


N 




V 

^ 


v 

* 














9 


^ 
^ 










4 




i 




1 


^ 
* 
















^ 


^ 
fc 


■3 


£ 

^ 


5. 




V 

? 




X 


^ 

^ 




















5? 




1 




H: 




1 

^1- 




<£ 


!C 


2) 


















f 4 


35 


^ 


* 


V 


. IS 


5 


^. 


* 


* 


^ 


^ 


^ 


^ 


« 


* 


* 


■^ 


5 


$ * 
&•&*> 

<*•** 


!5 


\ 


N 






Si 


IVl 




^ 
^ 


18 




& 






5 
*> 


Si 


at 





130 



The 



Consolidated 



Expanded 



Metal 



C o m p a n 



1 

! 

! 
t 

! 

1 • 
1 & 

> k 

\ i: 


II 

i 

-4; 

1 






L — ^ — h^>: 


* 






t 


^1 










4r ^ u ijij 






«... . 








— 


>* 
^ 


=»J . 

i i 








10 

1 


* 














! 




Q 

a 




? 

^ 




^ 

^ 


1 


I 






i 


* 

* 


* 














^ 
^ 
^ 




i 


I 


5 


^ 

1 


^ 

$ 


\5> 


S 1 


i 


^ 

^ 


^ 

$ 


8 


*> 














i 


-5 


-! 


^ 
^ 


I 


t 


1 


\ 


1 




^ 

§ 


& 
* 


to 


3: 








i 


5 


£ 

^ 


$ 
$ 




< 

1 


ft 


^ 

1 


1 


ft 




1 




^ 


10 


^ 
« 


* 






^ 

1 




^ 

k 


1 


^ 
$ 


1 


^ 

^ 




1? 


$ 


«8 


\ 


1^ 


^ 
^ 


^ 

s 


(VI 


<1 


* 




§ 

^ 




^ 

% 


% 

% 


1 


$ 

i 


1 


^ 
» 


K 
SI 




^ 

^ 


?• 

^ 


> 

R 








^3 


$ 






1 


1 


1 




i 


^ 
^ 


N 

« 


H 

&S 

% 


^8 




^ 

fc 


8 








^ 

^ 
^ 


^ 

4 




3 


v 
^ 

«? 


s 


1 


<8 


s 

$ 




^ 
* 




1- 




& 

$ 


V 
K 


M 


5 


1 




15 








3 


1 


5 




* 


«5 


Si 


L ^ 


% 










V 

^ 


* 










Si 


t 


« 


$ 

fc 


! 




<0 

8 


8 


8 






^ 

N 
^ 


^ 
5 


s 














8 




8 


9 


^ 








v3 




55 




^ 


G 


i 


r — 


^ 








5S 


£> 
fc 


1 




(VI 


t 

% 








i 








K. 






V 














o 

li 


N 


1 


* 


¥ 


^ 


* 


^5 


^ 


* 


* 


* 


* 


^ 


^ 


^ 


% 


■« 


« 


54 




is 




K 


? 


* 


a 


(VI 




S5 


» 








8! 


^ 
N 


« 




* 


to 



131 



Th 



Consolidated Expanded Metal Companies 



> 

! 

1 
1. 

^ b 

1 8 

H 


1 
1 




i 


> * "A 


^ 








X 






-^ >,ll 


r fi ^ § ■ fe"S jb ^5? S 




~n K 5 - \U ^* 








»**- 




- ^^F * 11* * 






x . ! Hi. 








^ 
^ 


■ 












1 

15 


* 












i 


^ 

* 


9 


1 


^ 
Ni 
^ 


l 


1 


1 


X 




K 

* 


x 




* 










1 


i 


§ 


\ 
^ 
* 


1 


9 
5 


^ 

§ 


1 


1 


5" 

55 


! 


51 


(VJ 


* 

« 


? 








i 


1* 


5 


I 


^ 

-? 


4 






I 


X 


1 


1 


% 
« 


f^ 

s 




* 










M £j 


<v« 




1 




1 


i 


s 


1 






St 


^ 

^ 


1 


« 




1 


1 






*<> 

$ 


1 




$< 

*; 






1 


1 


\ 
* 


^ 




t 


S 






1 


I 


$ ! 






1 






1 


1 


1 


\ 
* 




J 


^ 

$ 


•<». 

» 




5! 


^ 

1 


1 


? 




if 






1 


1 


4 


* 




^ 
* 




8 


!x 


i 


^ 

« 


? 


1 


1 




*0 ' 




1 


J 


A 


# 




Ik 

* 


§ 


1 




S 


h 

^ 






£ 
N 


1 


<Vj 

i 


5 




il 


-5 


8 


^ 

& 


"1 

8 


^ 

* 


«0 




^ 

R 




1 


<VJ 

* 


3 




^ 
^ 


1 




K 

^ 


1 






^ 

* 




\ 


^ 
fc 


K 




V 
S 


1 










<Vj 


<vj 


i 


x 1 




St $ 








^ 

H 


^ 
fc 


^ 
R 


s 


K 

^ 












si 


1 


JP 

^ 
W 




ft 


3 * 


15 


^ 

S 


8 


K 
^ 
^ 


M 






J ( 













5 


* 


<*> 

9 


1 








3 




5 




















^ 10 
^1 




* 


% 


v r 


N 

s 


> 


^ 


^ 


* 


^ 


- s 


* 


s 


% 


%, 


* 


* 


.- 


<s r. fc 


K 
X 


^ 




o 
N 


[VI (Vj 


J8 




1? 


^ 
^ 


i5 


CM 




8, 




S 
h 




$ 


^ 
^ 



132 



The 



Consolidated 



Expand 



Metal 



Companies 



t 

! 
! 

1 
1 

S 1 

^ J. 


i 

ii 

1 




! 


5jn 












* 




h 
^ 
v, u 


i 










l_ 111 










>v w 






^* tit \im 






1 

1 

1 


* 
















^ 

* 


^ 

S 


1 


^ 

% 


^ 

i 




% 

$ 


1 


1 


1 


* 

i 


I 


$ 














1 
* 


S 
* 




V 

1 


i 


! 


,1 


* 


1 




1 


^ 

^ 


1 


A 














N 


1 


1 




^ 

^^ - 
^ 


=1 


ri 


^ 

n 




^ 
^ 


1 






I 












ty 

5 


! 




^ 
£ 
* 






i 


% 

5 


§ 
% 


1 


1 








10 










1 


^ 

$ 

^ 


is 




I 


;? 


% 

1 




^ 

* 








^ 

$ 


58 




$ 






5 


! 


^ 

* 




i 


$ 

^ 




^ 

1 




§ 

^ 


V 
« 


1 


CM 




^ 
^ 
^ 


^ 

R 


M 


5 






§ 
^ 


1 


1 


«0 

5 


1 


**> 


1 


r^ 


5^ 




^ 
^ 


* 




1 


(5 


IS 




8 


I 


■^ 
n 

i 


1 




^ 

§ 


1 


1 


^ 

1 




-v 

* 




1 


1 


i 


85 


^ 
8 


ft 


k 

^ 




« 


i 








1 
* 




1 


1 




V 

^ 


^ 
* 




e 


^ 
R 




§ 

^ 












s 

1 


1 


1 


1 


^ 
X 




^ 

3 




8 


>0 




P 


2§; 


r 


-) 












1 


1 




$ 






v 
S 




^ 

R 


ft 


^2 


k 






/ 
















* 








58 


^ 

8 




ft 


^ 

5 






r 


^= 


^3 


















83 


* 




» 


* 


> 

^ 


* 


* 


^ 


s 


« 


* 


* 


« 


* 


^ 


% 


* 




!5 


55 


S 


* 


* 


fi 


$ 


£! 




§ 


Si 




JJ 


s 


^ 


•', 


*> 


s 

hi 


S 



133 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

] 


> 

! 






— *- 




; i 


f 


















t.l 






i "U, 


' *"" 


1 f - 






*3" 


i 


-! ' 
















* 

>* 


1 

x 


* 
















1 


1 






B 
^ 


1 


* 


^ 

1 


1 


S 

U 


Si 


s 








LI 


3 


^ 

1 


i 


CM 


1 




^ 

1 


1 


^ 

i 


§ 
^ 




^ 

* 


^ 

^ 




^ 


< 


^ 
i^ 








»•— J 


^ 

t 


1 


5 


Si 


* 

* 


^ 

1 


M 

1 


1 


1 


^ 
^ 




^ 

^ 


^ 

^ 


1 












1 




* 

3 


1*1 

5 


p. 




rl: 


9 


^ 

S 


5 


1 




1 




« 






^ 

s 


1 


1 


i 


^ 
^ 

$ 


? 
1 






'hi 

5 


-^ 
^ 

^ 


* 

$ 


*> 

? 




1 

^ 


1 


V 
^i 
V 


8 




•^ 
•^ 

§ 


\ 




1 


i 


1 


I 


K 




^ 

^ 


51 




1 


1 




1 




S 8 






1 


V 

S 


I 


i 


i 


1 


N 
1 


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§ 


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^ 


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1^ 

8 




^ 

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s 
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^ 

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1 
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s 


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5 




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% 




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s 


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s 


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& 


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NS 

^ 


**~ 


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§ 








% 

S 
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N 


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« 


LI 




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-J 












* 




^ 


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^ 


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IN 






1? 


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134 



The 



Consolidated 



Expanded 



M 



Companies 



i 
I 

! 
1 

1 

10 S 


li 

I 






— ^ ** 


I 








1 


4^ 






!0 S 
























V .i 






vy 


J 








1 
i 


* 
















^ 

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^ 


1 


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^ 


a 


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§ 


1 






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1 


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^ 

$ 


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^ 
^ 


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^ 
^ 


1 


1 


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§ 


1 


1 


* 










1 


* 


J5 


4 








i 


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1 


1 


1 


S 

^ 


V 

i 


1 


? 










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^ 
^ 




1 


1 


<5> 




1 


i 


§ 
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1 




1 






1 


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4 


1 


k 


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1 




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$ 


h 

4 


1 


1 


1 


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§ 


l 


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^ 






1 


1 


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1 


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1 




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$ 


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1 
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I 


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3 


1 


1 


1 


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1 




1 






1 


1 


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« 


^ 

« 


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^ 


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S 

^ 


^ 

« 






J? 




1 


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% 

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1 


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1 






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s 




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1 


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1 






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& 


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IV] 


P 
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8 




^ 


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s 


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135 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

■"5 

1 
? 

! 
1 

1. 

J 1 
If 


> 
> 

1 

3 






i 






il ii 






r wwi 


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r s* ^ !*> • § *k s ^«0v« 


1 T* 


V J) M X* V^ §i S s $M 




IS 

1 

1? 


5& 


























& 


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Si 


Si 


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>0 






3 








c 










i 


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Jj 


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* 




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^ 


V 

^ 


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^ 






> 


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K 


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1 






I 




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i 


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N 
^ 


^ 




^ 

^ 


as 












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^ 

§ 




^ 

« 


fi 


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^ 
« 


hj 

^ 


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^ 


^ 


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^ 


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* 

* 


5 












*> 




Q 

« 




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i 

^ 


¥ 


^ 
* 




■o 
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5 


s 
















1*1 




u 
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^ 

a 






\ 




i 




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N 
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55 






^ 
^ 








* 




j 


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s 




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1 


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M 


$ 


V 
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$ 


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« 




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1 


3 






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c 


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s 


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3 


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s 


5 


^ 


55 


^ 


* 


^5 


^ 


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Sf 






§ 



136 



Th 



Cons 



O L I D A T E I) 



Expanded 



Metal 



C o m p 



••* 

! 
i 

1 

1! 

\ 5 

H 


•3 

\ 

1 

1 
J 

1 




L— 5 


^ 

-^-r 


it 
y-i 


1 t^ 

ill 

■Jt i\ i 










»*- 




c 






— ^ H 





3 

4 












*> 

* 


Q 

§ 

> 




K 

^ 
^ 


V) 


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4 




K 

^ 


N 

S 
^ 







\ 



5 
4 


/ 










V) 




^ 

* 








M 

fi 




^ 

)? 
^ 







^ 




"" "> 


§J 


J 


\ 




■s 

^ 


-ft 




^ 

$ 


^ 

« 


K 

3 




K 
^ 


^ 

^ 


9 


^ 

% 


» 





^ 
« 


ft 

r 


4 
4 






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> 


* 


K 




^ 

^ 
^ 


^ 

? 


81 


15 


^ 

? 
^ 




J5 


1 


55 


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1 
4 




^ 

* 




85 


81 


M 








^ 

$ 
^ 


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3 


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$ 






J 


tK 

* 


^ 

^ 


% 

^ 


Y 

* 


s 




J 


8i 




IN 






<* 


5i 










X 


^ 

^ 
*> 


i 

*> 




$ 


ft 






^ 

^ 






Q 

* 






5S 








£5 


>0 




^ 

$ 


^ 

§ 








i-0 


^ 

% 


K 
* 


k 


M 












^ 


J 1 


55 


I 




<*> 


S 


55 


K 




^ 




















* 2 


is 


I 


% 
S 


^ 
^ 


























* * 

li 


1 * 


% 


1 


^ 


* 




* 


^ 


$ 


% 


% 


55 


« 


^ 


* 


% 


^ 




5 % 


^ 


$ 


* 


\ 


*> 


* 


^5 


^ 


\ 


5 


* 


fi 


f 4 
^1 


» 




? 
^ 



137 



The Consolidated Expanded Metal Compan 



1 

1 

! 

•8 
1 

!. 

> J 1 

v^ S 

H 


| 

1 

1 




i 




v 


— 4 


* 




it 


ill 




■ — 


-y ^ ^\§ 














"V- 




^ - 


— H 










i 


3 

■1 

s 












d 






^ 


** 

% 
^ 


^ 
« 


^ 

& 
^ 


ft 


i 

^ 






V 

* 






« 
















H 

^ 
* 


^ 

^ 




^0 






85 


3 




* 










^ 

* 


\ 

* 


> 


^ 
x 
$ 




*> 

% 


^ 

J5 
^ 


<*> 


h 

« 




cm 


Cm 


^ 










V 

$ 
* 


*> 
I 




\ 

>$ 
^ 


^ 

X 
^ 




^ 

^ 


^ 

« 


J 

^ 


<0 


Cm 




* 












i 




* 

£> 

^ 


^ 

< 


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^3 


to 

15 


V 

$ 

^ 




^4 


CVi 


c^ 


* 






^ 

* 


i 
3 


<0 

it 


^ 
(« 






)* 




s 
^ 


c5 




^ 
» 


^ 

« 


Cm 






<*> 






^ 

5 


<M 


Cvi 


Lcu> 

J* 
<m 


V 
















* 


*> 


* 

* 


Mi 




C\J 


<M 




iS 


^ 

^ 
















5J 


5S 








Cvi 


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s 




^ 

^ 


















* 


J8 


<M 


K 
4 




























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% 


% 


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* 


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^ 


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% 


^ 


* 


^ 


^ 


% 




CK 


? 


* 


*! 


?! 


* 


N 


^ 


K 
\ 


^ 


^ 


« 


CM 


cm 




^ 
^ 



138 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

■1 

f 

1 

<0 


1 

k 
t 

i 


ii 

\ 

! 

i 


i 


— *~ 


> * 




•$ xj 
> ^. ^ 






^) NO) 










™ 


6 mtf! 


•'•1 1^ ^ 






i 






"■ 






1 




> 

•Si 
Si 

V 

V- 

<! 

> 


S 








«1 

8 


4 


1 

H 


$ 


* 






V 

^ 


3 




fe 

^ 






>* 

^ 

^ 


1 








s 


^ 

$ 




^ 




^2 




> 


l 


**> 


^ 

^ 
.^ 




^ 

^ 
^ 


4 


51 


/ 


*— 


3 


$ 




I 




K 

55 


y 

^ 


1 






V 

^ 


^ 
S 




^ 

% 


?5 


Q 

^ 


^ 


^ 


a 




A 


4 




5* 


t 


«0 






J 


v. 




85 


"o 
« 






5 






i 


hi 


i 




* 




& 

^ 


V 

^ 


V 
* 


8 


«8 




S 

^ 






« 




* 


t 




> 




*•> 


* 


SI 


J5 


Y 

^ 
^ 


& 








4 ^ 


$ 


<*> 

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3 


$ 


<*> 


^ 

^ 

\ 


K 

^ 
^ 


fe 

^ 


l 


55 


s 




*5 


$ 








1.* 


5? 


^ 

$ 


A 


» 




A 


Q 

% 




i 


N l 


§ 




1 










5 $ 


? 


^ 

* 




I 




A 








-ft 


J 


f5 














^ 
* 


^ 


*> 


$ 




N4 

J 


^ 

§ 








I 
















^ 

^ 
*> 


^ 

& 
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5? 


V 

K 






55 




s 
J5 
















1 ^ 

* * 




^ 

a 


*> 


n 

8 






^ 
^ 
























3 




CM 


5 




























^ 

1 


1* 

5 N 


H ^ 


* 




*. 




^ 


^ 


* 


> 


^ 


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* 


* 


* 


* 


<i 


xi 




i M 
5 N 




* 


j? 


* 


N 


^ 


* 


9 


f3 


^ 
M 








* 






^ 
^ 



139 



T H E 



Consolidated Expanded Metal 



C O M V A N 1 E S 



t 
I 

1 



1 



v) 8 



I 



I 
1 






1-5 If 



V 



•a* , 



r\ 



^ 



1,1 






1 * 



kt^ 



Ik 






•Six 
\ S 

I 



I 






fe^X 



1^3=' 



S3 



-J^ 



9 



V 



* 






^ 



4 



140 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

I 

! 

^ k 


* 

1 




n^-4> 








lip 






s —j 


_~ 


> C» S -H S^ S . N t> 




{i ; 




1 






3-j 


— H u 


i *i 


in 

i 

15 


^ 
^ 










^ 

^ 




V 
fc 




» 
* 




^ 
S 


* 


! 


\1 




K 

? 


k 

^ 


q 

« 


^ 

* 






4 




«* 

a 


«* 

S 


f^ 
>* 


8 




55 




fe 

^ 


1 


* 


\ 

^ 


1 

> 


5 




^ 
* 










'* 

fc 


1 


^ 

* 


s 


5? 


* 




^ 
^ 




1 


»9 




^ 

^ 









i 






<0 




S 

v2 


^ 

tf 

^ 


1 


<•> 


k 


1 


^ 

? 


s 




Q 

* 






^ 

& 

^ 


* 


* 


i 




) 




3 




5J 


5} 


5 

^ 




m 

< 


1 


^ 

^ 








K 


V 

* 


s 


* 


{5 


N 

3 


1 




^ 
S 




s 
^ 


"0 


^ 

^ 


1 




o 
S 


^ 

^ 
^ 


^ 
^ 
^ 


i 




4 




to 


1 


v 

^ 
^ 


1 


>0 
5! 


4 


•5 


> 


>> 
^ 


51 




4 


^ 

» 


» 


Q 

^ 
^ 




SI 








SJ 


55 


^ 

* 


^ 

* 


Q 

s 

^ 


1 








'J 


1 




35 
















$ 




i 




* 


^ 

1 


* 


i- 


$ 


L^ 

^ 
h 


i 








^ 

R 












* 


S 


i 


1 

$ 


* 


i* 
* 


1 


s 






«1 


6 




^ 

s 














* 


1 


V 

$ 




*> 


*) 

* 


Mi 


^ 

^ 




K 


N 


S3 


















% 


» 


3 


Si 


5j 




15 


N 

^ 
M 




























X ? 


* 








<; 




^ 


^ 


<4 


^ 


^ 


% 


* 


<* 


% 


■^ 


■^ 


* 


*** 


5 


* 


* 


* 


N 


5? 


^ 


fi 


i) 


N 


59 


^4 


a 


58 


5° 


Si 


M 

^ 


* 


^ 

^ 



141 



The 



Consolidated 



Expand 



M 



COMPANIE 



1 

X 

I 

1. 

$ f 


ti 

1 
f 

! 


i- 

c 


1 > 


i 








iir 






™J- 

Mf». 




— ^ *i 


t 


£ 




i 


K 

S 


a 




6 




i 


fe 
R 






P 

^ 




* 

^ 

^ 








*> 

S 




> 


1* 


a 


3»" 


* 


^ 

4 


s 

55 


?5 




^ 
^ 


* 
* 


^2 




«» 
4 


H 

* 


^ 

S 




^ 

« 






§' 






v 
"ST 


i 


4 


"0 

ft 








1 


* 


i 


V 

% 


V 

* 


^ 

* 




q 

* 


1 




1' 




^ 
« 




s 

R 




H 

K 




^2 




$ 


8 

*> 


X 

1 


* 

« 


X 

3 


5 

> 


K 

« 




» 


1 












1 


in 




^ 

4 


« 


^ 

3 


N 

^ 
^ 




1 


> 

$ 




1 




^ 

^ 


^ 

^ 
^ 




• * 




^ 
^ 


55 




3 


! 


>0 




'A 


1 


i 


N 

^ 


NO 


> 






^s 

« 




I 5 




5 

^ 




58 


J 


5i 






N 
* 




A 

s 




*> 




^ 

$ 
^ 


8 














* 


^ 
3 


*•> 


^ 

? 




^ 

$ 


^ 

? 




1 


















*« 


N * 

5 s 


3 




^ 

s 






M 

« 


N 
« 


1 

^ 


§ 


1*) 


^ 

i 
















<5 

\ 




51 




<•> 

> 


1 


4 






at 






















\ 


^ \ 

I s 


& 

* 


^ 
* 






^ 

* 




8S 


k 


"^3 


? 




















1* 


* 


* 




^ 


> 


<: 


* 




^ 


* 


% 


* 


* 


^ 


^ 


t 


> 


^ 




ii \ 


^ 
\ 


K 


5? 




M 


Ji 


81 


$ 
N 


* 


1? 


a 


te 




^ 
^ 


« 


CM 
f^ 


4 





142 



The 



Consolidated 



Expanded 



Metal 



Companies 



I 

I . 
1 1 


n 

1 
1 

3 




i 




^ 


7 tf 


i 




^ 

1 






Hiss 

■ H 
it 






i 


■7 










1 1 
















* 


L 






; 




V 


-J ^ 










i 


1 ^ 










ill 1 1^ 


* 


1 


^ 
«* 
















^ 

fc 


Ol 

$ 


4 


!5 


^ 

s 


^ 
$ 


^ 

^ 


CM 


i 


1 
















\ 
% 




8 




it 




5r 


^ 
^ 


^ 
^ 


« 


^ 


Si 










1 

^ 


s 






^ 

« 


1^ 


§ 


^ 
^ 


$ 

^ 


is 


% 

* 




1 











1 


* 


* 


3 


58 




f 




S 


§ 
^ 


<5 


^ 

$ 
^ 


5 

% 


1 










a 


* 


I 








i 

N& 




« 




1 


^ 
^ 


^ 

S 


J 


<VI 




* 


^ 
^ 


3 


^ 
S 


•*> 


J? 




5 


1 


1 

^ 




i 


? 








CVl 


^ 
* 


fc 

^ 






<*> 
Si 


§ 

^ 






« 


1 




$ 

* 


1 


V 
^ 








SI 


1 


$ 

^ 




fc 


§ 






V 

^ 




8 


& 

\ 


^ 

^ 












5 


* 








TT 
$ 


^ 

* 


^ 

i 








^ 

^i 
* 


§ 

^ 




f~ L. 








5 


1 




V 
3 


^ 
« 


*> 
5f 




"I 


^ 

§ 




$ 
% 


$ 




^ 


T 


j 






* 




*> 
^ 




^ 

^ 


i 

^ 


^ 
^ 




V 
^ 




















* 




^ 

* 


1 




*> 


8 

*> 


1 


n 


f r 




^ 














S! 




» 


« 


^ 
* 












fc! 


J 
















N 


* 


^ 
$ 


'^ 


TBI 


* 


% 


^ 


■^ 


^. 


* 


^ 


» 


* 


^ 


5 


* 














N 










a 




& 


fi 


M 







143 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

i 

? 
! 

1 

■5 

1 1 

* K 

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145 



The 



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Companie 



t 

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1 

$ -^ 

> k 
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1 -f.. 






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146 



The 



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Expanded 



Metal 



Companies 



1 

? 

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11 

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i 

v5 




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1 








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« 


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1 


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147 



The 



Consolidated Expanded 



M 



Companies 



! 

i 
? 

J 1 

i k 


•i 

ii 

* 

! 
1 






1 




^ 


> 


^ 




1 * 




J 


§ 

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i 




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s 
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s 

^ 










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1 


1 


1 


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V 
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^ 

§ 




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1 




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^ 


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s 


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148 



The 



Consolidated Expanded 



Metal 



Companies 



>5 

! 
1 

i 

i 
i 

10 




<*> 

II 

! 

1 

v3 




1 

r 
i 










4 . 






If 


1 


v, 




H 

^ 

w ^ 


N 








i 






"* i > ^r v \ 5, 5 N *^ * 










K 


l - v s > > ^ M c "* 






>< 


! 










* i 


i ' »*^ ft ^^ 

In J; a r^ 


>s^^ 








I 

1 


* 














I 


9 


1 


i 


1 


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1 


1 




1 






? 

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5 






( 


'r? 




1 > 


^ 
^ 

^ 


> 

n 


! 






tvj 


I 


1 


1 


1 


1 


V 

* 


* 






\ 






1 


1 


i 
^ 


I 


k 
% 


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1 


v^ 

^ 




1 


\ 




1 


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^ 




V 

i 


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1 


a 


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fi 




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^ 

« 


§ 




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^ 

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^ 

i 


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^ 

^ 


V 
^ 
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Q 

^ 

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1 




i 


s 


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5 
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\ 


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s 

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h 

R 








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s 1 


3'* 








v 

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4 


1 


^ 

t 


\ 
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3 




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^ 
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81 



149 



The Consolidated Expanded Metal Compan 



1 

1 

! 
1 

1 

1 ? 

H 


i 
i 






^ — 


-*? if 








II 






< 


^•1 s 

Mil 


■ 


--1- ' 


. 




1 1 ; * ^ \ ^ 5 ^ :^ : 

4l^H ^ -Hi 1 




t m*_ 






V 


— 5-J 


« 




^ 




SI 






i 

1 


N 

> 














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^ 

1 


a 


$ 

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3 


l 


i 


N 


1 


i 




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it 






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1 


tn 

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t 


I 


i 


H- 
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1 




t 


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1 








*' 

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; 


14 


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s 

^ 


1 


t 


l 




1 


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5 




i 


% 

4 






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1 


1 


t 


^1 


\ 


1 




1 

^ 




i 




1 


K 

1 


^ 

^ 


1 


I 








* 


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i 




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s 

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w- 

§ 


^ 
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H 


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^ 


^ 
$ 


^ 

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1 


i 


1 


1 




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f* 

§ 


^ 


a 


1 


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1 


1 




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s 




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* 


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^ 




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K 
CM 


5 


M 


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^ 
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« 





150 



The 



Consolidated 



Expanded 



Metal 



Companie 



'[ § § 






£ 




§ 


<0 


a 


1 


* 


<b 


$ 
> 




<* 


«i 


* 


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vi 


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vj 
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n 


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3 




IS 






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Q 

^ 


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^ 


11 
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T 


$ 

n 


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5 


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3 
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V 



I 



<=^_c> 



!-> 



X 






"I 



T 
^ 



[r^ 



SJJ 



> 

^ 



^ 

«*/* 






^ 



^ 



s© 



r 



^ 



151 



The 



Consolidated 



Expanded 



Metal 



Companies 



1 

1 

? 

1 

! 

> k 

10 ^ 


1 

I 

3 




~- 




If 












1 


i 


h 














m 


i 






\ - ' 














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1 


* 
















i 




^ 

^ 
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1 


^ 

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^ 

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! 


N 

^ 


1 


1 


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i 




$ 

§ 


1 


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¥ 
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1 


i 


1 


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1 


1 


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k 


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1 




it 


1 




^ 

« 


1 


^ 

« 


1 


V 
^ 

^ 


! 




1 


1 












* 




\ 
9 


& 
1 




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153 



The Consolidated Expanded Metal Companies 



Sewers and Conduits 



K 



iEINFORCED concrete sewers and conduits were 
developed early in the history of reinforcement. The 
resistance to corrosion of this material in damp and 
wet soil and its susceptibility to special design over uncertain 
ground and through varying depths of fill, alike drew the atten- 
tion of engineers to its possibilities. With the installment of 
the first reinforced concrete sewer, "Steelcrete" expanded metal 
mesh entered this field of usefulness and the long list of notable 
sewers, conduits, culverts and like structures in which this 
material has been used bears indisputable evidence to the 
adaptibility of this reinforcement to this type of structure. 
"Steelcrete" mesh possesses the happy combination of the two 
essential requirements: (1) that of being theoretically correct, 
(2) that of being essentially practical. We submit twelve 
reasons why "Steelcrete" mesh is superior for this particular 
type of structure to all other fabricated meshes or systems of 
reinforcement. Six of these reasons are theoretical considera- 
tions and six practical ones. 

Conditions On account of the uncertain nature and material of the 

in Practice f ounc [ a tions of ordinary sewers and the varying conditions of 
the point of application, as well as the direction and the amount 
of the loads, the design of sewers is rarely susceptible to a 
rigid mathematical investigation. Our table of sizes and 
reinforcement, found elsewhere in this chapter, is not based 
on a mathematical analysis, but on good modern practice. 
For a more complete discussion of the design of reinforced 
concrete sewers we would refer you to an article by Mr. Ernest 
McCullough in Engineering Record of February 27, 1909, and 
Bulletin No. 22, University of Illinois, April 29, 1908. 

The following article is reprinted by permission of Mr. 
Arthur N. Talbot from Bulletin No. 22, University of Illinois, 
dated April 29, 1908 on reinforced concrete culvert pipe, etc. 

154 



Th 



Consolidated 



Expanded 



Metal 



Companies 



"If the layer of earth immediately under the pipe is hard 
or uneven, or if the bedding of the pipe at either side is soft 
material or not well tamped, the main bearing of the pipe 
may be along an element at the bottom and the result is in 
effect concentrated loading. The result is to greatly increase 
the bending moment developed and hence the tendency of 
the pipe to fail. This condition may be aggravated in the case 
of a pipe with a stiff hub or bell where settlement may bring 
an unusual proportion of the bearing at the bell and the dis- 
tribution of the pressure be far from the assumed condition. 
In bedding the pipe in hard ground it is much better to form the 
trench so that the pipe will surely be free along the bottom 
element, even after settlement occurs, so that the bearing pres- 
sure may tend to concentrate at points say under the one 
third points of the horizontal diameter (or even the outer 
quarter points). This will reduce the bending moments 
developed in the ring. 

"In case the pipe is bedded in loose material, the effect of 
the settlement will be to compress the earth immediately under 
the bottom of the pipe more completely than will be the effect 
at one side, with the result that the pressure will not be uni- 
formly distributed horizontally. Similarly, in a sewer trench, 
if loose material is left at the sides and the material at the ex- 
tremity of the horizontal diameter is loose and offers little 
restraint, the pressure on the earth will not be distributed 
horizontally and the amount of bending moment will be materially 
different from that where careful bedding and tamping give an 
even distribution of bearing pressure over the bottom of the sewer. 

"In case a small sewer in a deep trench, the load upon 
the sewer may be materially less than the weight on the earth 
above, where the earth forms a hard, compact mass and is 
held by pressure and friction against the side of the trench. 

"In case a culvert pipe is laid in an ordinary embankment 
by cutting down the sides slopingly, it is evident that the load 
which comes upon the pipe will be materially less than the 
weight of the earth immediately above it. If a culvert pipe 

155 



Conditions of 

Bedding and 

Loading 

Found 

in Practice 



The Consolidated Expanded Metal Companies 

replaces a trestle and the filling is allowed to run down the 
slope, the direction and amount of the pressure against the pipe 
will differ considerably from that which obtains in a trench or 
in the case of a level filling. It is possible in the latter case 
that the small amount of settlement of the earth directly 
over the culvert pipe, due to the greater depth of earth on the 
adjacent sections, may allow a greater proportion of the load 
to rest upon the culvert pipe than would ordinarily be assumed. 

"Attention should be called to the fact that the distribution 
of the pressure by means of earth under and over a ring assumes 
that the earth is compressed in somewhat the same way as 
when other material of construction is given compression. 
Unless the earth has elasticity, the distribution of the pressure 
cannot occur. To secure the uniform distribution assumed 
the ring itself must give enough to allow for the movement of 
the earth which takes place under pressure. This is especially 
true with reference to the presence and utilization of lateral 
restraint, and a ring which does not give laterally, as for 
example a plain concrete ring will not develop lateral pressure 
in the adjoining earth under ordinary conditions of moisture 
and filling to any great extent. As the conditions of earth and 
moisture produce mobility and approach hydrostatic conditions, 
the necessity for this elasticity and movement do not exist, 
but here the lateral pressure approaches the vertical pressure 
in amount and the bending moments become relatively smaller. 

"The discussion is sufficiently extended to indicate the 
importance of care in bedding culvert pipe and sewers and in 
filling over them, and to indicate the great difference in the 
amount of bending moment developed with different conditions 
of bedding and filling. Where there is any question of needed 
strength, it will be money well expended to use care and pre- 
caution in bedding the pipe and in filling around and over it. I 
am convinced that a little extra expense will add considerable 
stability, life, strength, and safety to such structures, far 
out of proportion to the added cost. It is possible that under 
careful conditions of laying, fighter structures may be used 
with a saving in the cost of construction." 

156 



The 



Consolidated 



Expanded 



Metal 



Companies 





Sketches showing position of 
reinforcement in circular sewers 
and conduits given in accom- 
panying tables. Note that when 
using one layer of reinforcement 
the steel should be within one 
inch of the inside surface at the 
top and bottom of the ring and 
within one inch of the outside 
surface at the sides. When two 
layers of reinforcement are used 
they should be within one inch 
of the inside and outside surface 
as shown in the lower sketch. 



157 



The Consolidated Expanded Metal Companie 

Tables of "Steelcrete" Reinforcement for 
Sewers and Conduits 



Inside 
Diameter 


Thickness of 
Concrete 


Size of Expanded 
Metal 


2' 6" 
3' 0" 
3' 6" 


33^" 
3^" 

3V2" 


3-9-15 
3-9-20 
3-9-20 


4'0" 
4' 6" 
5'0" 


4" 


3-9-25 
3-9-25 
3-9-30 


5' 6" 
6'0" 
6' 6" 


5" 
6" 


3-9-30 
3-9-35 
3-9-35 


7'0" 

r 6" 

8' 0" 


7" 

1V2" 


3-6-40 
3-6-45 
3-6-50 



For egg shaped sewers use same size of expanded metal 
and thickness of concrete, the diameter given in the table being 
the horizontal diameter. 

Under ordinary conditions these sewers may be used for 
any depth of fill and when required to sustain a heavy live 
load, such as a road roller, the depth of fill should be not less 
than 3' 0" for the given size of reinforcement. When severe 
conditions of loading and bedding are encountered it is prefera- 
ble to use two layers of expanded metal, one near the inside 
and one near the outside. A double reinforcement will generally 
provide for all contingencies. When using two layers of 
"Steelcrete" reinforcement select the next size of mesh lighter 
than that shown in the table. 

It is important to note that in placing "Steelcrete" rein- 
forcement in sewers and conduits the long way of the diamond 
should lie in the direction of the circumference and the short 
way of the diamond in the direction of the axis of the pipe. 
This will give the strongest method of reinforcement. 



158 



The Consolidated Expanded Metal Companie 





159 



The Consolidated Expanded Metal Co 



M P A N I E 





160 



Consolidated Expanded 



Metal 



Companies 




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161 



The Consolidated Expanded Metal Companie 



Liquid 
Contents 



Introduction 
to Tables 



Circular 
Tanks 



Circular, Square and Rectangular 
Concrete Tanks 



T 



HE tables given herewith may be used only when the 
tank is intended to contain water or a lighter liquid. 
When it is desired to design a tank for any liquid heavier 
than water the following tables do not apply. 

The figures given in these tables designate in an abbre- 
viated form the size of "Steelcrete" mesh required as a rein- 
forcement in the vertical wall of the tank. For convenience 
these are given here: 



075 designates mesh. .3-13-075 
10 designates mesh. .3-13-10 

125 designates mesh. .3-13-125 
15 designates mesh. .3- 9-15 
20 designates mesh . . 3- 9-20 
25 designates mesh . . 3- 9-25 
30 designates mesh . . 3- 9-30 



35 designates mesh . . 3-9-35 
40 designates mesh . . 3-6-40 
45 designates mesh . . 3-6-45 
50 designates mesh. .3-6-50 
55 designates mesh . . 3-6-55 
60 designates mesh . . 3-6-60 



For standard size of sheets, weight per square foot and other 
details of each size of mesh, page 250 of "Steelcrete" handbook 
should be consulted. 

Let it be required to design a circular tank of 20 feet 
internal diameter and inside depth of 20 feet. It is desired to 
know the reinforcement in the same and the thickness of the 
outer shell. From table 1, page 168, there is obtained the 

following data: 

M - 075 
30 
50 
40-40 

The first fine 34 - 075 gives the fractional part of the sheet, 
constituting the top layer of reinforcement, which in this case 
is 3-13-075. The second line gives the size of the next rein- 



162 



The 



Consolidated 



Expanded 



Metal 



Companies 



'</*r/ncfar 



forcing sheet 3-9-30. The third line gives the next size sheet 
3-6-50. The last line calls for two sheets of mesh 3-6-40 at the 
bottom of the wall. The correct position of the reinforcement 
is shown in Figure 9. It should be remembered that the width 
of the sheet (the short direction of the diamonds) is the vertical 
direction of the sheet in the outer shell and the length of the 
sheet (indicated by the long direction of the diamonds) is the 
horizontal direction of the sheet. The sheets of mesh should 
be lapped eight inches or more, as the case may be, on the 
ends, and three inches or more on the sides. 

Let it now be required to ascer- 
tain the thickness of the outer shell. 
From table 2, the thickness given 
in inches of a tank 20 feet in diam- 
eter and 20 feet in depth is 8 inches. 
The thickness at the top is in every 
•^ ^ * | ^ case 4 inches. The inside face of 

the wall may be battered as shown 
in Figure 9, or be stepped off in 
even inches at the height indicated 
in the table. It may even be deemed 
expedient at times to make the 
wall of even thickness throughout. 

The details of a circular tank 
will be noted from Figures 9 and 
10. The thickness of the floor of a 
tank resting on hard ground should 
be equal to the thickness of the 
outer wall at the bottom, as given 
in table 2 except that it need not be 
more than 6 inches on good founda- 
tion. Referring to Figure 10, the 
[dimensions A and B should be all 
fequal to the thickness of the 
outer wall at the bottom with 
Way ai^rtrAiA e/ '</&*>+» ^ the limitation on dimensions B 
Fig. (9) as noted above. 




-4-a»W>B *|iWH I I»U l l. —l awwHW 



Details 



163 



Th 



Consolidated 



Expanded 



Metal 



Companies 



Details of 
Construction 



Water- 
proofing 



The floor of the tank may be made monolithic, in which 
case it should be reinforced as shown in Figure 9 with "Steelcrete" 
mesh 3-13-075. The side walls should be securely tied to the 
floor, as indicated in the same figure, with 3-9-20, except that 
where the lower layer of mesh on the side walls is of a lighter 
size, that same size may be used for this purpose. 

The life and efficiency of a concrete tank depend upon its 
impermeability or resistance to leakages. Whether water- 
proofing compounds are used or not, no detail is more important 
to observe than that all the concrete should be poured in as 
nearly one operation as possible. If it is not possible to do 
this in one operation, the floor should be made in one and the 
outer shell in another. This is of so great importance that the 
designer should not hesitate to insist on day and night work 
to attain this end. This brings us to the subject of waterproofing. 

The concrete should contain no stone larger than three- 
quarters of an inch in any dimension and the material should 
be carefully graded so that all voids will be well filled. Good 
concrete is the cheapest and best waterproofing. It has been 
demonstrated that a properly proportioned and properly mixed 
concrete may be made practically waterproof. It is nevertheless 




Fig. (10) 

advisable to take every precaution possible. The concrete 
should be thoroughly mixed to a wet consistency and well 
tamped. Any good waterproofing compound which may be 
obtained in the market should be mixed with the concrete. 
The inside of the tank should be plastered with cement mortar 
or grouted with neat cement. 



164 



The 



Consolidated 



Expanded 



Metal 



Companie 



If a tank is required to be elevated as on a roof or water Roof 
tower, the walls may be designed with the use of the tables, Tanks 
as given herewith. The floor, however, becomes a special 
design and here the services of an engineer should be sought. 



If a tank is to be sunk in the ground, the tables herewith 
given may be used to aid in the design. The external earth 
pressure counteracts the internal pressure and serves to give 
the tank additional stability when the tank is full. When the 
tank is empty the external pressure may reverse the stresses 
in the wall. In every case, therefore, two sheets of reinforce- 
ment should be used, one placed near the outer surface and the 
other near the inner one. The size of mesh near each surface 
may be of half the weight of the size called for in the tables; 
for example, if 3-6-40 is required, two sheets of 3-9-20 placed 
as stated above should be used. This rule will apply only for 
tanks up to 20 feet internal diameter. For tanks of greater 
internal diameter, the design is somewhat complicated, and 
it is recommended that the reinforcement called for in the tables 
should be placed near one surface and a like amount near the 
other surface of the wall. 

In table 3 the size of mesh required to reinforce the walls 
of a square tank is given. Table 4 gives the thickness of the 
concrete walls. The arrangement and location of the rein- 
forcement in the wall is shown in Figure 11, which shows the 
details of a tank 10 feet square and 10 feet deep, designed with 
the data contained in tables 3 and 4. The data given in table 
3 is an abbreviated form of designating the "Steelcrete" meshes 
as explained on page 162. 

The floor of the tank should be monolithic with the walls 
and reinforced with "Steelcrete" 3-13-075 bent up into the 
side walls as shown. The thickness of the base should not be 
less than 4 inches, and need not be over 6 inches, governed by 
the thickness of the side walls. 

The corners should be filleted as shown. Square inside 
corners are an element of weakness in reinforced concrete 



Sunken 
Tanks 



How to 
Design a 
Square Tank 



Details 



165 



The 



Consolidated 



Expanded 



Metal 



Companie 



Construction 



Special 
Cases 



Rectangular 
Tanks 



tanks. The extra cost of the form work required by the method 
shown will be amply repaid by the additional stability attained. 

The ends of sheets should be lapped 8 inches (one diamond) 
or more. The reinforcement should be continuous around the 
outer face. 

As in the case of circular tanks, to attain the greatest 
security against leaking, the concrete should be poured in one 
operation. The ingredients should be selected carefully, 
proportioned well and tamped thoroughly. 

Where the tank is elevated above the ground, the base 
must be designed as a floor slab. The services of an engineer 
should be obtained for this. 

As in the case of circular tanks, square tanks depressed 
in the ground may be designed by the use of the tables. The 
same amount of reinforcement should be used continuously 
near the inside face of the side walls that is required near the 
outside face. There will thus be two layers of reinforcement 
instead of one. 

When it is desired to design a rectangular tank, proceed 
as in the case of a square tank, using the longest dimension of 
the rectangular tank as the side of the square. For example, 
to design a tank 10 feet by 14 feet and 6 feet in depth, select 
from tables 3 and 4 the proportions of a tank 14 feet square 
and construct your tank accordingly. The 10 foot side of tank 
should be reinforced with the same mesh as the 14 foot side 
and the walls to be of the same thickness. 



<< 



Steelcrete" Mesh 



How to 
Order 



In ordering "Steelcrete" mesh, full size sheets should be 
ordered, the standard sizes of which are given on page 250. 



166 



The 



Consolidated Expanded 



Metal 



Companie 



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167 



The 



Consolidated 



Expanded 



Metal 



Companies 



Table 1. — Circular Tanks 

'Steelcrete" Expanded Metal Mesh required to reinforce 
the outer vertical wall 





5 


70 


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/5 


20 


2S 


30 35 


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40 45 SO 


55 


60 


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20 


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a 73 


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725 


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20 


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25 


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S5 


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7 


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075 


75 


i-075 
20 


JO 


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35 


40 


¥-/0 
50 


i-75 
SO 


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60 


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35-35 


40-46 


40^0 


8 


2-075 
075 


4-075 
75 


/.25 
25 


4-075 
SO 


£075 
4o 


2-/25 

45 


25 
55 


2s 

60 


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35-35 


i/25 
4040 


i-25 
45-45 


i-25 

45-45 


9 


2-075 

7o 


2-075 
75 


I-075 
30 


2-75 

35 


i-75 
45 


25 
55 


25 
6O 


25 
35-35 


i-20 

4&40 


i-30 

45-45 


i-30 

50-50 


i-40 

50-50 


/o 


075 

725 


723 
20 


i-70 
30 


/ 
z-75 

40 


20 
50 


30 
60 


25 

35-35 


25 

40-40 


25 
45-45 


50 
50-50 


45 
50-50 


35-35 

60-60 


X 


075 
725 


75 

20 


7ZS 
30 


20 

45 


30 
5~ S 


40 

60 


25 

4O-40 


35 

45-45 


45 
5O-50 


SO 
50-50 


i-20 

60 

60-60 




^72 
X 



4-075 

075 
725 


4-075 
75 
2S 


75 
35 


2-075 
25 
45 


?-70 
35 
60 


35 
35-35 


35 
40-40 


45 

45-45 


4T-J5 

55 

50-5O 


T-/5 
35-35 
60-60 








z-075 
075 
725 


2-075 
75 
25 


75 
JO 


7-075 
30 
50 


&-/0 
40 
60 


35- 

40-46 


i-/0 

50 

45-45 


i-20 

55 

50-50 


25 
35-35 
60-60 








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7-075 
075 
75 


70 
20 
2S 


2-073 
20 
40 


2-75 
35 
55 


¥-075 

40 

35-35 


40 
40-46 


20 

55 

50-50 


25 

60 

30-30 










/5 


2-075 
075 
75 


t-075 
75 
30 


725 
25 
45 


725 
40 
60 


i-75 

45 
35-35 


i-75 

50 
45-45 


35 

60 

50-30 


25 
40-40 
60-60 










/6 


2-075 
70 
75 


2-075 
75 
30 


i-70 

30 

45 


20 
40 
60 


i-75 

45 

4o-4o 


35 

60 
45-45 


35 
35-35 
50-50 












/7 


07S 
75 
20 


75 
20 
35 


725 

30 

50 


20 

45 
35-35 


20 

50 

40- 40 


40 

lO 

50-50 


5S 

40-40 
60-60 










. 



168 



The 



C.O NSOLIDATED EXPANDED 



M 



COMPANIE 



Table 1. — Circular Tanks 

'Steelcrete" Expanded Metal Mesh required to reinforce 
the outer vertical wall 







jTns/c/e? t/za/r? 


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3o 


3S 






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i-/o 


z-/0 


?~075 


4-/O 


40 






/8 


075 


20 


20 


25 


35 


35-3S 






/25 


25 


35 


45 


60 


50-30 








20 


35 


50 


35-35 


45-45 











£-075 


4-075 


-Z-075 


£-075 


i-075 


£-/o 






H 


075 


/5 


20 


30 


40 


40 






/5 


25 


40 


50 


60 


4O-40 








20 


35 


55 


35-35 


45-4S 


60-60 








£-075 


i-075 


75 


4-075 


T-/25 


23 






20 


07S 


/5 


25 


30 


40 


50 






/5 


25 


45 


50 


35-35 


45-45 








20 


40 


60 


40-4O 


50-50 


60-60 








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169 



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170 



The 



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Table 3. — Square Tanks 

'Steelcrete" Mesh required in the side walls 





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171 



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"Steelcrete" Expanded Metal reinforced concrete tank 

This illustration shows the tank in course of construction, ready for the forms. 
Note the stiffness of the sheets, guaranteeing a perfect distribution of the steel. 



173 



The Consolidated Expanded Metal Companies 

Highway Bridges and Culverts 

Introduction j ■ ^HE plans and data in the sketches given hereinafter 
I are self - explanatory. Examples are given of the 
standards adopted by the State and Town Highway 
Commissions of New York and of the Pennsylvania State 
Highway Department. Also examples are given of all rein- 
forced concrete culverts, including different designs of wing 
or head walls, floor systems and other details. This will enable 
an inquirer to select a design in accordance with his special 
needs. Attention is called to the quantities of material in most 
cases given, which have been prepared with painstaking care. 
These quantities, we believe, will be found of great help in 
comparing costs. 

In New York State and Town Highway Standards, refer- 
ence is made to 2nd and 3rd class concrete. The following 
extract from the specifications is explanatory: 

''Concrete will be classified as follows: First-class, second- 
class, third-class. 

1 'First-class concrete shall be made of 1 part Portland 
cement, 2 parts clean sand or crusher dust, resulting from the 
breaking of hard trap, hard sandstone, granite or gneiss, 
and four parts of crushed stone, all measured in loose bulk 
in boxes or forms of known capacity satisfactory to the 
engineer. 

"Crushed stone for first-class concrete shall be trap, 
granite or gneiss, satisfactory to the Commission. 

"Second-class concrete shall be made of 1 part Portland 
cement, 2% parts of clean, approved sand or crusher dust, 

174 



The 



Consolidated 



Expanded 



Metal 



Companies 



and 5 parts of crushed stone or screened washed gravel if per- 
mitted by the Engineer, all measured in loose bulk in boxes 
or forms of known capacity satisfactory to the Engineer. 

"Third-class concrete shall be made of 1 part Portland 
cement, 3 parts clean, approved sand or crusher dust, and 6 
parts of crushed stone, all measured in loose bulk as aforesaid." 

If it is desired to order "Steelcrete" Expanded Metal, the "Steelcrete" 
designation of which is only known under the old standards, s ^ cl ^ a . 
the following tables will give the corresponding size under 
the decimal standards at present in vogue. 

3" Meshes 



3" No. 13 Standard 
3" No. 10 Light 
3" No. 10 Standard 
3" No. 10 Heavy 



( .28 lbs. per sq. ft.) 

( .50 lbs. per sq. ft.) 

( .60 lbs. per sq. ft,) 

( .90 lbs. per sq. ft.) 



3" No. 10 Extra Heavy (1.20 lbs. per sq. ft.) 
3" No. 6 Standard (1.38 lbs. per sq. ft.) 



Corresponding size 3-13-075 
Corresponding size 3- 9-15 
Corresponding size 3- 9-175 
Corresponding size 3- 9-25 
Corresponding size 3- 9-35 
Corresponding size 3- 6-40 



3" No. 6 Heavy 



(2.07 lbs. per sq. ft.) Corresponding size 3- 6-60 



175 



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188 



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Reinforced Concrete Retaining 
Walls 



IITTLE need be said of the economy of the reinforced over 
a the non-reinforced type of retaining walls. Suffice it to 
say a total saving of 25 per cent to 45 per cent has 
been reached in railroad and municipal work by the adoption 
of the steel reinforced type. The somewhat technical features 
entering into the design of the reinforced type of retaining 
walls, coupled with the lack of standardized designs, has served 
to retard its universal adoption. 

In standardizing the two common types of reinforced 
retaining walls, namely, the " cantilever" and the "counterfort," 
this chapter, in the accompanying designs and data, will be 
found to fill a long felt want. The quantities of material also 
included in the tables will facilitate greatly the estimating of 
costs. The designs herewith submitted will be found to conform 
with the best standard practice. According to authorities 
cantilever types are more economical than the counterfort, 
up to a height of 16 to 20 feet. The quantities given will 
enable anyone to arrive at the most economical construction 
for his particular case. An allowance should be made for the 
increased labor on form work in the counterfort type of retain- 
ing walls. 

No wall should be built on a foundation of soil of less bear- 
ing power than three tons per square foot, and wherever possible 
the wall should be built on rock. If a clay foundation must 
be resorted to, it is very important that it be kept dry and below 
the frost line. When troubled with springs or accumulative 



Comparative 
Types 



Reinforced 
Types 



Foundation 



189 



The Consolidated Expanded Metal Companies 

surface water, provide trenches every ten feet to drain the water 
from the foundation. Such trenches may be one foot width 
and depth, and filled with coarse gravel well compacted and 
given sufficient slope to insure run off. 

Baker's Table of safe bearing power of soils gives the 
following permissible loads: 

Tons per sq. ft. 

Rock equal to best ashlar 25 to 30 

Rock equal to best brick masonry 15 to 20 

Rock equal to poor brick masonry 5 to 10 

Clay — dry thick beds 4 to 6 

Clay — Moderately dry thick beds 2 to 4 

Clay — Soft 1 to 2 

Gravel and coarse sand well cemented 8 to 10 

Sand — Compact and well cemented 4 to 6 

Sand — Clean and dry 2 to 4 

Quick sand, alluvial soil, etc J^ to 1 

The Key There are three phases of wall failure, viz. : overturning, 

crushing and sliding. The first two have been properly cared 
for in the designs shown. The third depends more or less on 
the nature of the soil which is taken for the foundation. A wall 
built on solid rock does not necessarily have to be keyed, but 
the surface of the rock should be roughened. In all other soils 
a key is absolutely necessary to keep the wall from sliding 
and throwing the wall out of alignment. The key is shown 
' on all designs, Plates I, II, III, and IV. The key is that small 
portion of the wall which projects downward from the base 
at about its center. 



Concrete 



Proportion 1: 2: 4. 



Expansion If it is desired to guard strongly against seepage of water 

Joints through cracks which may result from temperature changes, 

expansion joints should be provided at intervals of thirty feet 

which extend from the foundation bed through the coping. 



190 



The Consolidated Expanded Metal Compani 



Water may be prevented from seeping through these joints by- 
forming a rectangular vertical recess in the wall as it is built 
up, which is filled and well rammed with plastic clay. Authori- 
ties differ on the subject of expansion joints. In many instances 
cases may be cited where expansion joints have been left out, 
and the work found perfectly satisfactory. 

Sufficient steel has been allowed in the designs hereinafter 
submitted to take care of temperature stresses according to 
theoretical and common practice. It should be remembered 
that there is a big distinction between surface hair cracks and 
deep cracks permitting seepage. 

A concrete mixture so proportioned as to give the maxi- Water- 
mum density has been demonstrated to be satisfactorily P roofin s 
waterproof. If it is deemed advisable, however, any good 
waterproofing compound may be added. 

Many methods of finishing concrete surfaces are in vogue. Surface 
Some are as follows: Finish 

Cement washing or grouting 

Rubbing up 

Tooling 

Sand Blasting 

Plastering 

It has been found more satisfactory and economical to 
decide which surface finish is desired before the work is started 
so that the surface may be treated immediately after the forms 
are taken down and while the concrete is green. On plastered 
surfaces, the rough or unfinished side of the board should be 
next to the wall. This gives a rough surface and aids the plaster 
in adhering to the wall. Boards of unequal thickness should 
be avoided in forms in which a surface finish is desired. 

All coarse material, such as broken stone or unused gravel, Back Fill 
should be placed in back of wall. A volume of at least one-half 

191 



Th 



Consolidated 



Expanded 



Metal 



Companie 



Spacing of 

Horizontal 

Tie Rods 



Note on 

"Steelcrete" 

for 

Counterfort 

Type 



cubic yard of such material should be placed at the inside 
end of the drains, so that they will not become stopped up with 
earth. Space drains of three-inch diameter five feet on centers, 
and place them at such a height from the surface of the ground 
that a free discharge of the water back of the wall will be allowed. 
Supplying the wall with drains aids waterproofing and serves 
as a precautionary method of eliminating the hydrostatic head 
which may form back of the wall. 

The following notes are to be used in connection with 
Plates I, II, III, and IV. 

The spacing shown on line 'M' Plate IV is given for a wall 
of 25 foot height, (H = 25 , -0"). For any wall of less height the 
spacing applies as given, to be read from the top, omitting 
whatever rods may not be included. Example: The spacing 
of these horizontal rods for an 18 ft. wall (H = 18'-0") would 
be as follows, reading downward from the top: 2' 0", 2' 0", 
1' 6", 1' 3". Three spaces at 1' 0", seven spaces at 9" and two 
spaces at 6", the remaining rods of the sketch being omitted. 
The sum of the above spaces equal 16' 0". The bottom slab 
is l'-lO" according to the tables; therefore, 16' 0" plus 1' 10" 
equals 17' 10" or the last horizontal tie rod is 2" above the 
bottom slab of the wall. 

Sheets extend continuously across the front face of the 
counterfort type as indicated in section X Y of Plate IV, 
Sheets 6' 0" total length of the same size as in front to be placed 
on back of face wall at the counterforts. This is also indicated 
in the same section. The direction of the diamonds in all the 
mesh in the face wall is given in the rear elevation of Plate IV. 
All sheets should be lapped the length of one diamond (8") 
on the ends to insure continuity, and the width of one diamond 
(3") on the sides. Wherever two or more sheets are required 
a spacing of one-inch should be allowed between sheets to insure 
a good bond in the concrete. 



192 



The 



Consolidated 



Expand 



Metal 



Companies 





3 I • 


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193 



The Consolidated Expanded 



Metal 



Companies 



RETAINING WALL 

CANTILEVER TYPE 

LEVEL FILL 




steelcrete 3, 



^m^mmim 



L 



HOLES 0F3"VLE 

SPACED e'-O'-C TO ■€ 

® TWISTED BAR 

SPACED l-O'-CTO-e 



*mm$M 



> ^^y-'J/^ -±- STEELCRETE Si 



SHEET "P" 



SECTION 

QUANTITIES PER LINEAR FOOT OF WALL 
GIVEN IN TABLE 



PLATE Ndl. 



194 



The 



Consolidated 



x p a n d e d 



Metal 



Companies 



RETAINING WALL 

CANTILEVER TYPE 

LEVEL FILL 

Table m connection with PLATE Na I 


QUANTITIES 
per 


Bars 
Lbs. 
0.53 
1.44 
1.61 


<6V) CJ| <0 N >. «0 *3 

to to to io <6 — M- o> 

^ <vi *i i ^ yt- to to <b 


9.64 
10.10 
15.57 
16.24 


Concrete 
CuYds. 

0.20 

0.26 
0.32 


**» to N K to «o N to 
M- > to to to 0> to c\i 

to to to to' to o" < ^! 


CQ «o ^ •* 




htfO N*0 S«* H<M H«\l ~"HM "oft **< 


>***«<*& hN-fcN- 


i 

K 

i 
X 

£ I 

1 

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^ 


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Ot^cnadCDcoOic; 

j ^* i i i « 


►O; >o >o ' ta 


IS** J8 

M 10. K> 10 


'o'o •oio'o'o'o'^ 




^ (o<!g<\i!o«\i 

•o 'o 'o 


'o'o^o^o'o'o'o^j 


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^„ Q> <b o> orj 0) od 

. >o »o i 


►o ►o "0 'o"* N ) !0 "o ■ s 


«) o 5 S^ 
fM ^ cm rj 


DIMENSIONS 
Height 


■ s ■ « 

o> o> Ov 

^ .1 .« .1 

Q) G Q 


.1 .1 J »l .1 . 1 . 1 .1 

o Dti o < > «x - 


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o o o o 

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M M M <M 


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VJ . i .i .i 


VjN *— '-I'M *»* -H ^+Y *-. ^ 

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Nj Ko N) ^ 


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g ^ to to <o 
2 <i -I .1 .1 

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•1 .1 .1 .i .1 .1 .1 .1 
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o'-n{ 

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.i .i .i .i .i .i .i - i 


• • * » 

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.1 .1 . • .1 
c\| cy c\| <\| 




^ o to "o 

on . i -i .i 

^ »-3 ^ M" 


tx»««*:» 
<Oto<6to<6tototo 

.1 .1 .1 .1.1 .1 .1 .1 


> * * s 

to cb <o Cb 

.i .i .i .i. 

<o o> o> 5 






>. (O N * 


O^Ci^.OyjN^^lfi^ 


K to o> o 



195 



Consolidated 



Expanded 



Metal 



Companies 



RETAINING WALL 

CANTILEVER TYPE 

SLOPING F"ll_l_ 




^TEEL CfiCTC SHEET W" 



W///////X//. 
HARDPA.N ///, 



// /•* 
a. 



TEEL.CFXETE SHEET 



SECT/ON 
QUANTITIES PER LINEAR FOOT OF WALL 



GIVEN IN TABLE 



PLATE NQJT 



196 



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Expanded 



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Ld a 

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75 



<M 



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1Q|!0 



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CM<0tr,O 



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o 



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5152 No ifitS 



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fell) 



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E 



X P A N D E D 



Metal 



COMPANIE 




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200 



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Expanded 



Metal 



Companies 






Ld 
QC 



,0-,ZfPUD 0-9 



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202 



Th 



Consolidated 



Expanded 



Metal 



Companies 



RETAINING WALL 

GRAPHICAL SOLUTION 




Center of gravity diagram 

| level -fill 



Weight of earth 

Weiqht of concrete 

Maximum earth pressure 

Maximum toe pressure 

Maximum heel pressure 

Level Till 

Anqle of friction 30^ 



ioo*/cu ft 

I50 # /Cu ft. 

9/900 * 

-?,070*ysq. ft. 
e,570*/sq ft. 




Diaqram of forces acting 
upon the base 



Key may be used to prevent slipping 



203 



The Consolidated Expanded Metal Compan 



"Steelcrete" Mesh and the Building 
Ordinance of New York City 

THE following resume of the new Building Ordinance of New York 
City is of interest to all students and searchers of reinforced concrete 
data: 
Heretofore, in order to use any type of reinforcement in cinder concrete 
construction in New York City, it was necessary to have a load test of the 
system made, subject to the approval of the Building Department. Under 
the general ordinance covering fireproof construction, recently adopted by 
the City of New York the above method of procedure has been abolished, 
and a new method of computation has been devised, whereby the allowable 
capacities of floor slabs may be determined without resorting to tests. 

However, this new method of computation is limited in its application, 
covering only flat slabs of either stone or cinder concrete between steel beams 
spaced not more than eight feet apart, the minimum thickness of slab allowed 
being four inches. 

Besides specifying the minimum thickness of slab, and the maximum 
span between steel beams, the new ordinance also regulates the requirements 
as to conditions of continuity, the amount and kind of reinforcement to be 
used, weights of materials and superimposed loads. 

Following are the clauses copied from the new ordinance which govern 
this type of construction: 

The weights of various materials in pounds per cubic foot shall be 
assumed to be as follows: 

Brickwork 120 

Concrete, cinder, used for floor arches or slabs 108 

Concrete, cinder, used for filling over fireproof floors 60 

Concrete, stone 144 

Granite, bluestone and marble ___168 

Limestone 156 

Sandstone 144 

204 



The Consolidated Expanded Metal Companies 

Loads 

The term "dead load" means the weight of walls, partitions, 
framing, floors, roofs and all permanent construction entering into 
any building. 

The term "live load" means all forms of loading other than the 
weight of the material entering into the construction of the building. 

Every floor, roof, yard, court or sidewalk shall be of sufficient 
strength in all parts to bear safely any imposed loads, whether 
permanent or temporary, in addition to the dead loads depending 
thereon, provided, however, that no floor in any building or exten- 
sion to an existing building hereafter erected, shall be designed to 
carry less than the following live loads per square foot of area, uni- 
formly distributed, according as the floor may be intended or used 
for the purposes indicated: 

40 pounds for residence purposes; 

100 pounds for places of assembly or public purpose, except that 
for classrooms of schools or other places of instruction the floor need 
not be designed for more than 75 pounds, and 

120 pounds for any other purpose except that the floors of 
offices need not be designed for more than 60 pounds. 

The live loads for which any and every floor may be designed 
shall be clearly shown in the application and on the plans before 
any permit to erect is issued. 

Every roof hereafter erected, shall be proportioned to bear 
safely a live load of 40 pounds per square foot of surface when the 
pitch of such roof is twenty degrees or less with the horizontal and 
thirty pounds per square foot measured on a horizontal plane, when 
the pitch is more than twenty degrees. 

For sidewalks between the curb and building lines, the live 
load shall be taken at 300 pounds per square foot. 

Concrete Floor Arches 

When concrete is used as floor filling it shall consist of one part 
of Portland cement, and not more than two parts of sand and five 

205 



The Consolidated Expanded Metal Companies 

parts of stone, gravel or cinders, reinforced in the case of slab con- 
structions with steel as herein provided. The stone or gravel shall 
be as required elsewhere in this chapter for reinforced concrete. 
Cinders shall be clean, well burned steamboiler cinders. 

When reinforcement is required it shall consist of steel rods or 
other suitable shapes, or steel fabric. The tensional reinforcement 
in any case shall be not less than twelve-hundredths per cent, in the 
case of cold drawn steel fabric, nor less than twenty-five hundredths 
per cent in the case of other forms, the percentage being based on the 
sectional area of slab above the center of the reinforcement. The 
center of the reinforcement shall be at least one inch above the 
bottom of the slab, but in no case shall any part of the reinforcement 
come within five-eighths of an inch from the bottom of the slab. 

When the concrete floor filling is used in the form of segmental 
arches, the thickness shall be at least four inches at the crown. Such 
arches shall have a rise of not less than one inch for each foot of span. 

When the concrete floor filling is in the form of slabs the thick- 
ness shall be not less than four inches, except as otherwise provided 
in this article for special roof construction. 

In determining the safe carrying capacity of concrete slab floor 
fillings the gross load in pounds per square foot of floor surface shall 
not exceed the product of the depth in inches of the reinforcement 
below the top of the slab, by the cross sectional area in square inches 
per foot of width of the tensional steel, divided by the square of the 
span in feet, all multiplied by the following co-efficients when 
cinder concrete is used, 14,000 if the reinforcement is not continuous 
over the supports, 18,000 if the reinforcement consists of rods 
or other shapes securely hooked over or attached to the supports, 
and 26,000 if the reinforcement consists of steel fabric continuous 
over the supports, and when stone concrete is used, 16,000, 20,000 
and 30,000 respectively. 

In fireproof buildings the span of any floor filling shall not 
exceed eight feet except when reinforced concrete or reinforced terra 
cotta is used. 

206 



Th 



Consolidated 



Expanded 



Metal 



ompanies 



The following tables have been prepared based on the above require- 
ments and give the loads which various weights of "Steelcrete" Mesh carry 
on spans from four to eight feet when used as reinforcement for a four-inch 
slab of cinder concrete. Table No. 1 is computed on the basis of the "Steel- 
crete" Mesh being continuous over the supports, and applies to the usual 
type of reinforced concrete slab. 

Table No. 1 — (Reinforcement Continuous) 



Steelcrete Mesh 




Gross Load 


Applied Load 


Required 


Spans 


Pounds per sq. ft. 


Pounds per sq. ft. 






r 4' 0" 


366 


330 


3-13-075 




4' 6" 


289 


253 


Sectional Area per 




5' 0" 


234 


198 


foot of width 




5' 6" 


194 


158 


.075 sq. inches 


■ 


6'0" 


163 


127 


Wt. .27 lbs. 




6' 6" 


139 


103 


per sq. ft. 




7' 0" 


120 


84 






7' 6" 


104 


68 






8' 0" 


92 


56 






'4' 6" 


385 


349 


3-13-10 




5'0" 


312 


276 


Sectional Area per 




5' 6" 


258 


222 


foot of width 


■ 


6' 0" 


217 


181 


.10 sq. inches 




6' 6" 


185 


149 


Wt. .37 lbs. 




7'0" 


159 


123 


per sq. ft. 




7' 6" 


139 


103 






8' 0" 


122 


86 


3-13-125 




5' 0" 


390 


354 


Sectional Area per 




5' 6" 


323 


287 


foot of width 




6'0" 


271 


235 


.125 sq. inches 


< 


6' 6" 


231 


195 


Wt. .46 lbs. 




T 0" 


199 


163 


per sq. ft. 




r 6" 


173 


137 






8' 0" 


152 


116 


3-9-15 




5' 6" 


387 


351 


Sectional Area per 




6'0" 


325 


289 


foot of width 


< 


6' 6" 


277 


241 


.15 sq. inches 




7'0" 


239 


203 


Wt. .55 lbs. 




r 6" 


208 


172 


per sq. ft. 




8' 0" 


183 


147 



207 



Consolidated Expanded Metal Companies 



Table No. 2 — (Reinforcement Non-Continuous) 



Steelcrete Mesh 




Gross Load 


Applied Load 


Required 


Spans 


Pounds per sq. ft. 


Pounds per sq. ft. 


3-13-075 




4' 0" 


197 


161 


Sectional Area per 




4' 6" 


156 


120 


foot of width 


< 


5'0" 


126 


90 


.075 sq. inches 




5' 6" 


104 


68 


Wt. .27 lbs. 




6' 0" 


88 


52 


per sq. ft. 




^6' 6" 


75 


39 






'M 0" 


263 


227 


3-13-10 




4' 6" 


207 


171 


Sectional Area per 




5'0" 


168 


132 


foot of width 


• 


5' 6" 


139 


103 


.10 sq. inches 




6'0" 


117 


81 


Wt. .37 lbs. 




6' 6" 


100 


64 


per sq. ft. 




r o" 


86 


50 






J' 6" 


75 


39 






'4' 0" 


328 


292 


3-13-125 




4' 6" 


259 


223 


Sectional Area per 




5' 0" 


210 


174 


foot of width 




5' 6" 


174 


138 


.125 sq. inches 


< 


6'0" 


146 


110 


Wt. .46 lbs. 




6' 6" 


124 


88 


per sq. ft. 




7'0" 


107 


71 






r 6" 


93 


57 






8' 0" 


82 


46 






4' 0" 


394 


358 


3-9-15 




4' 6" 


311 


275 


Sectional Area per 




5' 0" 


252 


216 


foot of width 




5' 6" 


208 


172 


.15 sq. inches 




6' 0" 


175 


139 


Wt. .55 lbs. 




6' 6" 


149 


113 


per sq. ft. 




7' 0" 


129 


93 






7' 6" 


112 


76 






8' 0" 


99 


63 



208 



The Consolidated Expanded Metal Compan 



Tests of "Steelcrete" Mesh 

STEELCRETE" Expanded Metal has been tested innumer- 
able times in the course of its extensive use. The follow- 
ing tests made by Prof. Frank M. McCullough of the 
Carnegie Institute of Technology are hereby given because of 
the extreme and unusual scientific pains taken to obtain the 
results. 

Tests on cinder concrete floor arches or slabs made in the 
Materials Testing Laboratory of the Carnegie Technical 
Schools during the spring of 1911. The purpose of the tests 
was to determine the efficiency of expanded metal in flat arch 
or slab construction. 

Tests were made on four arches and three sizes of expanded 
metal. The slabs were loaded with pig iron and deflection 
readings were taken at increments of about 150 lbs. per sq. ft. 
in the loading. The age of the slabs when tested varied from 
54 to 61 days. 

Lehigh cement, local sand dredged from the river, and Material 
screened anthracite cinders were used. The cement passed 
the American Society for Testing Materials specifications. 
The weight per cu. ft. of the damp cinders and sand was 48 lbs. 
and 82 lbs., respectively; the voids of the dry cinders and sand 
were equal to 59 per cent and 44 per cent, respectively. 

After making a series of volumetric tests of the materials 
it was decided to use a 1:23^ :4J^ concrete instead of a 1:2:5, 
the proportions being based on dry sand and cinders. The 
concrete was thoroughly mixed by machine and was of a wet 
consistency. During the pouring of the slabs samples of the 
concrete were taken which, when tested in the form of cylinders, 
6 inches in diameter and 18 inches high, gave crushing strengths 
of 631 and 785 lbs. per square inch at 33 days and 56 days, 
respectively. 

209 



The 



Consolidated 



Expanded 



Metal 



Companies 



Method of 
Construction 



Method of 
Testing 



Results of 
Tests 



A foundation of 1 :2 :4 gravel concrete, 12 in. thick and about 
3 ft. high, was first built. Upon this foundation were embedded 
bearing plates which supported the I-beams of the flat arches 
or slabs. 

Each of the arches was of the flat type and was carried 
by two 12 in. 31 3^2 lb. I-beams spaced 6 ft. on centers. These 
I-beams were connected by two J^-in. steel rods with nuts set 
so that there was little initial tension in the rods. The length 
of the arches was 6 ft., the thickness at the center and haunches 
was 4 in. and 15 in., respectively. 

The arches were all reinforced with sheets of "Steelcrete" 
Expanded Metal; arches and Q with 3-13-075, N with 3-9-175, 
and P with 3-9-15. 

The cross-sections of the sheets of metal used in the arches 
checked these values within commercial limits. 

The details of the arches and the position of the reinforce- 
ment are shown in Fig. 12. 

The pig iron was piled in three separate tiers, each parallel 
to the I-beams in order to reduce the arching effect to a mini- 
mum. Deflections were obtained at seven points, these points 
being located at the center of the slab and at the center and ends 
of each I-beam carrying the slab. 

At these points holes were left in the concrete in which 
were embedded slender wooden rods carrying scales at the top. 
By means of a Y level these scales were read to ^ of an inch 
for increments of 150 lbs. per sq. ft. in the loading, this unit 
load being based on the total area of the slab which was 
36 sq. ft. In order to detect any change in the height of 
instrument, level readings were frequently taken on a per- 
manent bench mark entirely separate from the slabs. 

The detailed results are tabulated in Tables 1 to 4, inclusive. 
Deflections are given in 64ths of an inch; negative values 
indicate a downward movement and positive values an upward 
movement of the slab. Rods No. 1, No. 3, No. 5 and No. 7 
were located at the ends of the 12-in. I-beams carrying the 
slabs, rods No. 2 and No. 6 at the centers of these I-beams, and . 



210 



The Consolidated Expanded Metal Companies 

rod No. 4 at the center of the slab (See Fig. 12). The missing 
deflections are due to the fact that it was impossible to read all 
of the rods after the pig iron had reached a height of about 6 ft. 

The arches were built in order to study their behavior Discussion of 
under a total load of 54,000 lbs. or a unit load of 1,500 lbs. per Results 
sq. ft. and all of the arches were in excellent condition under 
this test load. At this load the deflection of the center of the 
slab below the center of the I-beams varied from ||-in. for 
slab N to |f-in. for slabs Q and P. When this maximum load 
was allowed to remain for five days on slab O, which had the 
lightest reinforcement, the increase in deflection was only ^i-hi. 
When the slabs were fully loaded, tension cracks were seen in 
the concrete near the center lines and above the I-beams at 
the haunches, these latter cracks being much smaller, but in 
none of the arches were any of the cracks serious. 

After the full load of 1,500 lbs. per sq. ft. had been placed 
on slab P it was decided to continue the loading to failure. 
Under a load of 2,230 lbs. per sq. ft. the slab failed but this was 
apparently caused by the falling and consequent impact 
effect of the piles of pig iron which were about 12 ft. high and 
quite unstable. The rate of increase in the deflection readings 
did not indicate approaching failure nor did the fracture show 
an initial failure of the slab. 

The maximum load carried by the slab indicated that con- 
siderable arch action was developed and that the slabs should 
not be considered as fixed beams, for, assuming the slab to be 
a fixed beam, the maximum computed stress in the steel for a 
load of 1,500 lbs. per sq. ft. was about three times as great as 
the ultimate strength of the steel as determined in a tension 
test. It was also observed that the M _m - r °ds connecting 
the 12-in. I-beams which had little initial tension, were under 
a heavy tensile stress when the slab carried its full load. 

The tension cracks in the concrete at the haunches were 
very fine and did not increase in width as did the cracks at the 
center of the arch, thus indicating little tension in the arch 
above the haunches. 

211 



The Consolidated Expanded Metal Companie 

Table I 

Slab Q. Age — 54 days. Reinforcement 3-13-075. 

Deflections in 64ths of an inch 



Unit Load in 
Lbs. per sq. ft. 


Rod No. 1 


Rod No. 2 


Rod No. 3 


Rod No. 4 


Rod No. 5 


Rod No. 6 


Rod No. 7 


























154 


— 1 





—1 


— 1 











303 


— 1 


—1 





— 2 


+ 1 





— 1 


457 


— 1 


—1 


— 1 


— 3 





—1 


— 1 


609 


— 1 


—1 


— 1 


— 4 





—1 


— 1 


760 


— 1 


—2 


— 1 


— 6 


— 1 


—1 


— 1 


911 


— 1 


—2 


— 1 


— 8 


— 1 


—2 


— 1 


1069 


— 1 


—3 


— 1 


—11 


— 1 


—2 


— 1 


1219 


— 1 


—3 


— 1 


—15 


— 1 


—3 


— 1 


1368 


— 1 






—20 


— 1 


—3 


— 1 


1501 


— 1 






—24 


— 1 


—4 


1 



Note — The maximum deflection of No. 4 referred to No. 6 was f§ in. The maxi- 
mum load was allowed to remain on the slab for 15 hours and no increase in deflection 
was noted. 



Table II 

Slab P. Age — 55 days. Reinforcement 3-9-15. 

Deflections in 64ths of an inch 



Unit Load in 
Lbs. per sq. ft. 


Rod No. 1 


Rod No. 2 


Rod No. 3 


Rod No. 4 


Rod No. 5 


Rod No. 6 


Rod No. 7 


























181 


—1 


—1 


— 1 


— 4 


— 1 


-1 


—1 


360 


—1 


—2 


— 1 


— 6 


— 1 


—1 


—1 


539 


—1 


— 2 


— 1 


— 8 


— 1 


—1 


—1 


706 


—1 


—3 


— 1 


—12 


— 1 


—2 


—1 


861 


—2 


—3 


— 1 


—13 


— 1 


—2 


—2 


1008 


—2 


—3 


— 1 


—15 


— 1 


—2 


—2 


1159 


—2 


—3 


— 1 


—17 


— 1 


—3 


—2 


1315 


—2 


—4 


— 1 


—20 


— 1 


—3 


—2 


1467 


—3 






—24 


— 1 


—4 


—2 


1619 


—3 






—27 


— 1 


—4 


—2 


1770 


—3 






—30 


— 1 


—4 


—2 


1923 


—3 






—34 


— 1 


—5 


—2 


2075 


—2 






—38 


— 1 


—4 


—2 


2230 






Failui 


e Occurred 









Note — The maximum deflection of No. 4 referred to No. 6 was f f in. 



212 



The 



Consolidated Expanded 



Metal 



Companies 



Table III 

Slab O. Age — 56 days. Reinforcement 3-13-075. 



Deflections in 64ths of an inch 



Unit Load in 
Lbs. per sq. ft. 


Rod No. 1 


Rod No. 2 


Rod No. 3 


Rod No. 4 


Rod No. 5 


Rod No. 6 


Rod No. 7 


























166 





—1 





— 1 


—1 





—1 


326 


+ 1 





+ 1 








+ 1 


+ 1 


488 


+ 1 





+ 1 


— 1 








+ 1 


635 


+ 1 





+ 1 


— 2 








+ 1 


796 


+ 1 





+ 1 


— 3 








+ 1 


948 


+ 1 


—1 


+ 1 


— 6 








+ 1 


1080 


+ 1 


—1 


+ 1 


— 8 





—1 


+ 1 


1224 


+ 1 


—2 


+ 1 


—12 





—1 


+ 1 


1355 


+ 1 


—2 


+ 1 


—15 






+ 1 


1501 


+ 1 


—2 


+ 1 


—19 






+ 1 



Note — The maximum deflection of No. 4 referred to No. 6 was ^| of an inch. The 
maximum load was allowed to remain on the slab for 5 days and the increase in deflection 
at the center of the slab was -fa of an inch. On removing the load a permanent set of x /% o f 
an inch was observed at this point. 

Table IV 

Slab N. Age — 61 days. Reinforcement 3-9-175. 
Deflections in 64ths of an inch 



Unit Load in 
Lbs. per sq. ft. 


Rod No. 1 


Rod No. 2 


Rod No. 3 


Rod No. 4 


Rod No. 5 


Rod No. 6 


Rod No. 7 


























174 





—1 





— 1 





—1 


— 1 


332 





—1 


— 1 


— 3 





—1 


— 1 


498 


—1 


—2 


— 1 


— 4 


— 1 


—2 


— 1 


664 


—1 


—2 


—1 


— 5 


— 1 


—3 


— 1 


833 


—1 


—3 


— 1 


— 7 


— 1 


—4 


— 1 


1024 


—2 


—4 


— 1 


— 9 


— 1 


—4 


—2 


1177 


—2 


—4 


— 1 


—12 


— 1 


—5 


—2 


1319 


—2 


—4 


— 1 


—14 


— 1 




—2 


1395 


—2 


—5 


— 1 


—16 


— 1 






1555 


—2 


—5 


— 1 


—18 


— 1 






1702 


—2 


—5 


1 


—19 


1 







Note — The maximum deflection of No. 4 referred to No. 2 was \% of an inch. The 
maximum load was allowed to remain on the slab for 15 hours and the deflection at the 
center of the slab increased fa of an inch. 



213 



The Consolidated Expanded Metal Compan 



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214 



The Consolidated Expanded Metal Companie 




215 



The Consolidated Expanded Metal Companies 



Columbia University Tests 

THE following chapter offers a discussion of tensile tests conducted 
by Prof. James S. Macgregor of the Columbia University Testing 
Laboratory, establishing a stress-strain diagram obtained by extenso- 
meter readings. 

Columbia Winitexstity 

in tfje Citp of Jleto gorfe 

DEPARTMENT OF CIVIL ENGINEERING 



The Consolidated Expanded Metal Co's., July 8, 1914 

Braddock, Pennsylvania. 

Gentlemen: — 

Agreeable to your request I have made tension tests of 

your "Steelcrete" Mesh, the data for which I teg to enclose. 

In preparing a test specimen, I cut. a strand about seven 
inches long from the center of a sheet of Mesh. The strand in- 
cluded at its central part short lengths of the adjoining diamond. 
A cross section at the bridge (or center connection) equal to that 
of the strand between the "bridges was obtained by filing. After 
this operation the test specimen represented the side of a diamond, 
including the obtuse angle. This strand was carefully straighten- 
ed on a vise before testing. The intention in obtaining the test 
specimens in this manner was to determine the strength and proper- 
ties of the material across the bridges or center connections. 

The tests were made on an Olsen Universal Testing Machine 
of 1000 lb. capacity. The deflections were observed with an 
sxtensometer and readings were taken to 1/10,000 of an inch. 

The stress-strain curves obtained are characteristic of 
cold-drawn steels. At your suggestion I am not fixing a value 
for any of the significant points of deformation. 

Yours very truly, 



j\gUfc**- 1 . Vw^^Y^y 



216 



The Consolidated Expanded Metal Compan 




This photograph illustrates the first step taken in securing a specimen for the 
tensile tests conducted by Prof. Macgregor; a strand cut from the center of a 
sheet of "Steelcrete" mesh 




Illustrating the second step taken in preparing the specimens; observe the 

part removed 



The specimen after having been straightened, and ready for the tensile test, 

is here shown 



217 



The Consolidated Expanded Metal Companies 

IT has been presumed that the reader of this handbook is familiar to a 
certain extent with the characteristic behavior of steel under tensile 
test. In order that the importance of the conclusions in this chapter 
may be emphasized, it will be recalled that when a steel specimen is tested 
in tension to destruction it passes through two well defined and significant 
stages. During the first stage, the elongations or deformations are com- 
paratively small and increase approximately proportionate to the load. 
During the second stage there is a plastic yielding of the material which is 
attended by greatly increased elongations amounting at fracture to many 
hundred times the whole elongation occurring during the first stage. 

Between these two stages there is a well defined point marked by a sud- 
den increase of elongation which is easily noted when the readings are plotted 
on a chart. (See Curves, pages 222 and 223.) This point is generally termed 
in the literature of the steel industry, the "yield point" or "commercial 
elastic limit;" more accurately called, in foreign texts, the "rapidly-breaking- 
down point;" sometimes erroneously spoken of as the "elastic limit." At 
this point total failure does not occur, but the warping of the structure which 
follows ruins it for practical purposes. In the case of a steel which is to be 
used for reinforced concrete, this point is of great importance as actual failure 
occurs immediately after it is reached. 

It was at one time widely thought among scientists, that steel was 
perfectly elastic up to a point called the "elastic limit," which we will here 
call the "theoretical elastic limit" (a point near the "commercial elastic limit" 
or "yield point" above mentioned). By "perfect elasticity" in the steel was 
meant that after having been stressed, it would recover its original length 
if the load were released; that is to say, at the "theoretical elastic limit" a 
permanent set took place. It is now known, however, that a permanent set 
can be detected soon after the load is applied, if only instruments precise 
enough are used. 

It was also widely thought, among scientists, that within the "theoretical 
elastic limit" the stress or unit load was directly proportional to the strain 
or deformation. That is to say, if the stress and strain readings of a tensile 
test were plotted, a straight line would be observed up to the "theoretical 
elastic limit" which would by this definition be the "limit of proportionality." 

218 



The Consolidated Expanded Metal Companies 

Many scientists may be cited who state that instead of a straight line a very 
flat curve will be obtained, if only precise enough instruments are used. In 
other words, the "limit of proportionality" was found to be reduced with 
the use of the most precise instruments. 

A discussion of the "theoretical elastic limit" is of scientific interest 
only. It is unquestionable that the "limit of proportionality" is very close 
to actual facts. It is a point, however, which is commercially impractical 
to obtain and of doubtful significance. So far as commercial testing is con- 
cerned, the significant point which is recognized and taken account of, is the 
"yield point," the "commercial elastic limit," or "rapidly-breaking-down 
point." It is this point which is recognized by the Standard Specifications 
of the Association of American Steel Manufacturers representing practically 
all of the steel manufacturers in the United States. 

It is a fact well known to steel men, that when mild or medium steel is 
subjected to tensile stress and the material begins to yield plastically (that 
is to say, the "yield point" or "commercial elastic limit" or "rapidly-breaking- 
down point" is reached) the unit load temporarily decreases which has the 
effect of causing the balance beam of a testing machine to drop. Thus the 
value of the "yield point" is noted at once during a test without recourse 
to a chart or plotted readings. This temporary drop in the unit load is noted 
in the diagram as a slight "kink" in the otherwise smooth curve. In the case 
of a mild steel which has been subjected to the process of cold drawing, as 
for example, "Steelcrete" mesh, this "kink" above referred to, does not appear, 
hence, in order to determine the value of the "yield point" in such a case, 
it is necessary to plot the stress-strain readings. This procedure is char- 
acteristic of all cold drawn steels. The behavior of a piece of steel under 
tensile test may be read at a glance from the plotted stress-strain curve and 
careful study of the ones hereinafter submitted is invited. 

There are many empirical methods of fixing the value of the "yield point" 
used by the various commercial laboratories throughout the country. It is, 
however, beyond the scope of this pamphlet to go into an analytical discussion 
of this phase of the subject. 

In order to study the characteristics of the stress-strain diagram indi- 
cating the behavior of "Steelcrete" mesh under tensile stress and to determine 

219 



The Consolidated Expanded Metal Companies 

the values of the significant points of deformation, the hereinafter described 
tests were conducted under the supervision of Prof. James S. Macgregor of 
the Columbia University Laboratories, New York City. The results of these 
tests will be found in the succeeding pages. The behavior of the specimens 
during test will be noted at a glance from the curve sheet (pages 222 and 223) . 
The approximately straight portions of the curves in every case, exceed the 
unit value of 60,000 pounds per square inch, indicating that the "yield point" 
or "commercial elastic limit" exceeds this value. It will be recalled that the 
claims for this material, as indicated in this handbook are for a value of the 
"yield point" of not less than 55,000 pounds per square inch, which is 
greatly exceeded by the results of these tests. 

In order to remove all possible adverse criticism, strict instructions 
were given Mr. Macgregor to select the specimens from the center of a sheet 
of "Steelcrete" mesh and include at the central portion of the test specimens 
a bridge (or center connection between two diamonds). The manner in 
which the tests specimens were prepared is described in his letter of trans- 
mittal on page 216. See also the photographs on page 217, which illustrate 
the successive steps required. No more exacting tests could be demanded 
of any steel reinforcing material than are here given. Not only with the 
motive of satisfying the most difficult specifications are the results of these 
tests submitted, but also with the end in view of meeting the increasingly 
critical demands of engineers and designers for detailed information of this 
character. 



220 



The 



Consolidated 



Expanded 



Metal 



C o m p a n 



Ductility 

DUCTILITY is one of the most impor- 
tant properties of steel required in 
structural designing. There are two 
ways of measuring the ductility of steel in 
common commercial use; (a) the percentage 
of elongation, (b) the percentage of reduction 
of area of cross-section. 

The percentage of elongation is found by 
dividing the increase of length after rupture 
has occurred by the original length. The 
elongation of a test specimen may be divided 
into two portions; (a) that part of the elonga- 
tion which is uniformly distributed over the 
length; (b) that part of the elongation which 
occurs in the close vicinity of the section which 
finally breaks. The accompanying sketch 
illustrates the "necking-down" action which 
occurs before rupture. The elongation is 
measured after rupture has occurred by placing 
the two ends together and measuring the dis- 
tance between the original gauge marks. 

It will be noted after a cursory inspection 
of these specimens that the elongation which 
is locally developed in the vicinity of final 
rupture, is not the same in all specimens but 
varies greatly with the diameter or thickness of the test specimen. It 
requires very little study to see that a piece of steel one inch in diameter 
will elongate much more in two inches of length adjoining the plane of rupture 
than a piece one-quarter inch in diameter. In the former case almost all 
of the two inches represents the length of the "necking-down" portion, while 
in the latter case only a small part of the two inches represents this "necking- 
down" portion. The percentage of elongation in the two inches is much 
greater in the former case than in the latter; although the ductility of the 
latter steel may be the greater. This principle holds good for all commer- 
cial lengths of test specimens which usually run from two to eight inches. 



221 




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o o o o o o o 

o o o o o o o 

o o o o o o o 

N <0 «0 ^t N) f* - 



Spunoc- j 



K*A I 



l£?fc^> 



-4-«^r^ 



222 




223 



The Consolidated Expanded Metal Companies 

As has been said before, the ultimate elongation in a test specimen of 
commercial length measures partly the plasticity of a short length at the 
"necking-down" portion and partly the plasticity of the bar before this 
drawing out commenced. It is obvious therefore, that in order to compare 
the ductility of different qualities of steel by the percentage of elongation, 
the diameter, thickness and shape of the test specimens as well as the gauge 
lengths should be absolutely the same. It is not always possible to fulfill 
these conditions as the length and thickness of a commercial test specimen 
depends primarily on the size and shape of the finished product from which 
it is taken. It is possible, however, to compare the ductility of test specimens 
of different diameters, thicknesses and shapes as well as of different lengths 
by the percentage of the reduction of area at fracture. 

"The term 'Reduction of Area' refers to a ruptured specimen and means 

the diminution in section area per unit of original area Reduction 

of area, or contraction of area as it is often called, is an index of the ductility 
of the material and it is generally regarded as a more reliable index than 
elongation because the ultimate unit elongation is subject to variation with 
the ratio of the length of the specimen to its diameter, whereas the reduction 
of area is more constant." Merriman — "Mechanics of Materials." (1905), 
Page 31. 

"The percentage of contraction of area and the quality of the fracture, 
both very important factors in determining the quality of the metal, are 
shown with equal accuracy and distinctness with the shorter specimen as 
with one of greater length." American Society of Testing Materials — 1913. 

The percentage of reduction of area is independent of the diameter, 
thickness, and shape of the test specimen as well as of the length. 

While it would be possible to obtain a test specimen of "Steelcrete" 
mesh of the same length and thickness as is commonly used in steel bars, 
(i. e., 8 inches in gauge length and ys -inch diameter), such a specimen would 
be subject to criticism as it does not represent a specimen of a finished product. 
In order to avoid all possible criticism, the specimens which have been tested 
were in every case taken from the center of a commercial sheet of mesh. As 
the thickness, length and shape of the specimen thus obtained would be 
much less than the above mentioned standard size, the comparative ductility 
of "Steelcrete" mesh cannot be satisfactorily shown by the method of "per- 
centage of elongation." 

224 



The Consolidated Expanded Metal Companies 

Any method of correcting the percentage of elongation of a specimen of 
"Steelcrete" mesh for the difference in section, shape and length would only 
be roughly approximate. Moreover, it would not be convincing, as it would 
require that the percentage of elongation actually obtained be greatly in- 
creased in order to make the comparison of any value whatever. The average 
percentage of elongation of the specimens tested by Prof. Macgregor of the 
Columbia University Testing Laboratory in New York City and elsewhere 
described, exceeds the requirements of the Manufacturers Standard Specifica- 
tion (1914) and of the American Society of Testing Materials (1913) for cold 
twisted square bars used in concrete reinforcement. This figure should be 
greatly increased in order to make the correction for the size and shape of 
the specimen. The percentage of reduction of area offers a more satisfactory 
method of comparison. The percentage of reduction of area of the test 
specimens of "Steelcrete" mesh investigated by Mr. Macgregor averaged 
forty per cent, indicating a high degree of ductility. 

The Character and Significance 
of the Cold-Bend Test 

THE test of the ductility of a malleable metal by bending it cold is the 
most common and perhaps the most useful of all the tests which can 
be applied to it. For wrought iron and structural steel this test 
approaches more nearly to the severe usages of actual practice than does the 




225 



The Consolidated Expanded Metal Companies 

tension test with its elastic limit, ultimate strength, elongation, and reduction 
of area. It is not so easily standardized, however, and it is employed less in 
America than in Europe, partly because no standard methods and results 
have been agreed upon here. 

"If a sample of wrought iron or steel will, when cold, fold upon itself 
absolutely, or make the double fold (as shown in accompanying sketch), 
there can be no doubt of its high quality. When it fractures, however, at 
intermediate stages of this process, the question of its quality is left in doubt, 
and some standard limit is required if this test is to be made the basis of 
acceptance. The great advantage of this test is that it can be made at any 
time in the shop, without the expense attaching to tension tests, and by the 
man who uses or makes up the material." Johnson, "The Materials of 
Construction" (1906), Page 394. 

"The cold-bend test is one that has been known from the earliest times 
and which is constantly used in all mills where wrought iron or steel is pro- 
duced. The bending of the specimen is generally done by blows of a hammer, 
although steady pressure is sometimes employed. Notwithstanding that no 
numerical results are obtained from the cold-bend test, except the final 
angle of bending, the general information that it gives is of the highest 
importance, so that it has been said that, if all tests of metals except one 
were to be abandoned, the cold-bend test should be the one to be retained. 
In the rolling mill it is used to judge of the purity and quality of the muck 
bar; in the steel mill it serves to classify and grade the material almost as 
well as chemical analysis can do, and in the purchase of shape iron it affords 
a quick and satisfactory method of estimating toughness, ductility, strength 
and capacity to resist external work." Merriman — "Mechanics of Materials" 
(1905), Page 439. 



226 



The 



Consolidated 



Expanded 



Metal 



C O M P A N 






The above photographs show the most severe test 
of ductility and quality to which a piece of steel may 
be subjected; strands of "Steelcrete" mesh bent flat 
upon themselves through an angle of 180 degrees 
without any indication of fracture. 

This method of testing is cited by Johnson in 
"The Materials of Construction" as approaching more 
nearly to the severe usages of actual practice than does 
the tension test, with its elastic limit, ultimate strength, 
elongation and reduction of area. 

In referring to the value of the cold-bend test, 
Professor Merriman states that if all tests of metal 
except one were abandoned, the cold-bend test should 
be retained. It should be remembered that this test 
may be made by anyone at any time in the field. 



227 



The Consolidated Expanded Metal Companies 




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228 



The Consolidated Expanded Metal Companies 



Lap Tests 



FLAT sheet reinforcement requires the lapping of adjoining sheets in 
order to cover a large area, under some forms of construction necessi- 
tating a uniform cross-section throughout. Unless otherwise stated, 
the proper lap of two sheets is eight inches or one diamond, and may be made 
at the center of the span as well as any other place it may occur. The strength 
of the bond is sufficient then to transfer the full strength of the steel. This 
has been demonstrated repeatedly wherever "Steelcrete" Mesh has been used. 
The following points should be noted about the strength of a lap. Rein- 
forcing steel, if lapped 50 times its diameter, develops the full strength of the 
steel with a factor of safety of 3. Figured under this formula, a lap of one 
diamond offers ample strength for this purpose. To further emphasize this 
fact, the following tests were recently made under our direction to dispel any 
doubt that may exist: 



229 



The Consolidated Expanded Metal Companies 

Materials Testing Laboratory 
Carnegie Technical Schools 

Tests of Beams 

for 

The Consolidated Expanded Metal Companies 

Pittsburgh, Pa., February, 1911. 

Three beams were made in order to test the efficiency of different laps of 
3-9-175 "Steelcrete" Expanded Metal. 

The beams were 6 x 10 inches by 7 feet, and were reinforced with 9-inch 
strips of 3-9-175 ' 'Steelcrete" Expanded Metal, at a distance of 1-inch above 
the bottom of the beam, the lap being at the center of the beam. The pro- 
portions of the gravel concrete were: 1, IK, 4J/£, and it was machine mixed. 

The beams were broken at the age of 26 days with an Olsen Universal 
Machine, the load being applied at the third points, oh a span of 6 feet. 
See sketch below. >^ *v 




Fig. (13) — Method of construction used in lap tests 

A concrete cylinder 8 inches in diameter and 12 inches high was made 
from each batch of concrete, and the compression strength of these cylinders 
exceeded 2,000 lbs. per sq. in. at 26 days. 

The following are the results of the beam tests: 



Beam No. 


Lap 


Total Load "P" 
at failure 


Cause of Failure 


"Al" 


4-inch 


2945 lbs. 


Slipping of steel at lap 


"A2" 


6-inch 


3220 lbs. 


Tensile stress in the steel exceeding 
its elastic limit 


"A3" 


8-inch 


3085 lbs. 


Same cause as "A2" 



(Signed) F. M. McCULLOUGH, 
Ass't Professor in Civil Engineering. 



230 



The Consolidated Expanded Metal Companies 



New York City Floor Slab Tests 

PRIOR to 1914, the building laws of the City of New York required as 
a precedent condition to the use of any type of reinforcement in cinder 
concrete that it be submitted to an elaborate load test. This load test 
was required to be made on a sample floor slab constructed as nearly as 
possible under the same conditions as would be encountered in a practical 
application of the system. The following list of approvals made on "Steel- 
crete" Mesh products under the supervision of the building departments of 
the City of New York, demonstrate an extensive efficiency of this material 
as a reinforcing product. The condition of the law called for a permissible 
use of safe live load value equal to one-tenth the ultimate breaking load of 
the slabs under test to destruction. 

Any variation in span, thickness of slab and size of reinforcement re- 
quired a separate load test. For this reason the five tests herein given were 
conducted. 

The materials used were Lehigh Portland Cement, ordinary commercial 
sand, and steam hard coal cinders in the proportions of 1:2:5, respectively. 
The slabs were approximately 30 days old when tested. The loads actually 
sustained were in every case ten times the load for which it was approved. A 
distinguishing feature of these tests consists in that the reinforcement was 
not a continuous sheet over the whole span, but was made by lapping the ends 
of two sheets of mesh (8) inches or one diamond. This lap was made at the 
center of the span where the greatest stress would come upon it. This unusual 
test was made by the authorities of the Building Department of Greater 
New York in order to comply with that portion of the code which required 
that the reinforcement should be laid as nearly as possible to the same con- 
ditions as might be encountered in practice. Inasmuch as it was desired to 
use this mesh in continuous work, all requirements would be met in the 
tests as made. The result of this feature of the test was a strong confirmation 
of the assertions of this company in this respect. In every instance the slabs 
were tested to destruction, and in every instance the failure was in the steel 

231 



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outside of the lap. The lap remained intact and there was not the slightest 
indication of failure. The sheets of expanded metal were wired together at 
the lap every three feet in accordance with standard practice. This insures 
the correct position of the reinforcement during the pouring of the concrete. 

The following additional approvals were obtained after test. The 
details of construction were the same as shown on preceding page. 



Size of 
Mesh 


Span 


Thickness of 
Slab 


Live Load 

Approved 

Lbs. per sq. ft. 


Ultimate Breaking 

Load of Slab Tested 

Lbs. per sq. ft. 


3-13-125 
3-13-10 
3-13-10 
3-13-125 


6'0" 
8'0" 

8'o" 
8'o" 


4" 
4" 

5" 

4" 


328 

94 

200 

120 


3280 

940 

2000 

1200 



It is interesting, at the same time instructive, to compare the results 
of these tests with the safe values of the live loads given in the tables computed 
under the common formulas in general use. 



The 



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Tests Made by the Olsen Testing Machine 
Company of Philadelphia, Pa. 

No better method of testing a material is to be found than that offered 
by the autographic recording machine. On account of the small size of 
specimens which are required to be tested, in the case of "Steelcrete" meshes, 
the commonly used autographic machines are not adaptable. Such machines 
are designed to record graphically a standard size test specimen about 3^-inch 
diameter and 8 inches long. A strand of expanded metal is about 2 inches 
long and of comparatively small sectional area. Recently, the Olsen Testing 
Machine Co., completed a testing machine capable of recording autographic- 
ally the curve of a test specimen such as is obtainable in a strand of "Steel- 
crete" mesh. The very interesting results given below substantiate the 
findings of Professor Macgregor's tests of the Columbia University Testing 
Laboratories hereinbefore given. Strands of commercial expanded metal 
were used in every case. 



Summary of Tests Conducted by The Tinius Olsen 

Testing Machine Co., Philadelphia, Pa. 

April 26, 1918 



Specimen 
Number 


Size of test 

specimen in 

inches 


Area in 
sq. in. 


Broke at 
in lbs. 


Ultimate strength in 
lbs. per sq. in. 


1 

2 
3 
4 


0.112 x 0.086 
0.112 x 0.089 
0.117 x 0.090 


.00963 
.00996 
.01593 

.0223 
.0261 


684 

681 

1080 

1560 
1848 


71,000 
68,300 
67,800 


5 
6 


0.163 x 0.137 
0.191 x 0.137 


70,000 
70,600 



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<^ 


Q 


l\ 


X 






vs 


*S 


K 


K 


S 


N* 


K 


NS 


^ 


«^ 


^ 


^ 


^ 


V 


^ 


* 


^ 


^ 


^ 


^ 


^ 


N ^ 


^ 


5 


^ 


^f 






N 




s 


X 


N 


CM 


S 


<M 


^ 


^ 


^ 


^ 


^^ 


^> 


^ 


^ 


K 


^ 


l^ 


^^ 


^ 


s 


\ 


s 


!* 


is* 




































\ 




\ 


\ 


X 


\ 


<M 


t^ 


^ 


M« 


S 




^ 


M 


^ 


5> 


M> 


^ 


^ 


N 


5> 


^ 


M 


^ 


^ 


^ 


^ 


<M 


^ 


^ 


> 


^ 





^ 


\^) 


N 


M 








s 


X 


N 


CM 


x 


Nl 


h 


^ 


> 


^ 


V 


^ 


^ 


^s 


K 


^ 


<M 


^v 


cm 


Q 


> 


^ 


CS 


\ 


^ 








































X 


\ 


X 


CM 


CM 


^0 


^ 


<o 


M 




f^ 


^ 


X 


N\ 


^ 


K 


Q 


N\ 


K 


^ 


^o 


Q 


K 


t^ 


<b 


<i 


<i 


<5> 


Q 


h 


«^ 


Q 


<i 


^ 


h 






N 


X 


x 


^ 


^ 


N 


^ 


^ 


S^ 


^ 


^ 


^ 


$ 


1^ 


^ 


V, 


^ 


^ 


d 


<M 


N 


«S 


^V 


^ 


^ 


v. 








<Vi 




s 


X 


X 


CM 


s 


«a 


^ 


f*\ 


^ 


<M 


^ 


K 


^ 


^ 


^ 


X 


^ 


N 


^ 


\^ 


M 


^ 


^ 


•^ 


si 








































X 


X 


X 


\ 


^M 


h 


•n 


V 


1 




X 


^ 


^ 


K 


Q 


1^ 


^ 


K 


^ 


^ 


K 


^ 


PT> 


K 


^ 


Q 


^ 


Q 


^ 


X 


X 


<a 





X 


X 


•i" 





Mj 


^ 


t*\ 


\% 





f<\ 


^ 


^ 


l^ 


,^ 


\^ 


^ 


.^ 


N& 


<^ 


^ 


^ 


<s 


Ci 


\s 


\S 


^. 


^ 


\<) 


VS 


1 

II 


3 


dl 


IM 




x 


\ 


S 


CM 


\ 


N 


N 


t^ 


v 


CM 


> 


^ 


^ 


^ 


^ 


^ 


<^ 


M 


^ 


^ 


^ 


^ 


CM 


M 


"5 






































X 


X 


\ 


\ 


CM 


M 


l^ 


^ 


?! 


Ms 


V 


M 


^ 


^ 


<M 


^ 


> 





^ 


^ 


^ 


^ 


^ 


M 


1^ 


<M 


^ 


^ 


^ 


^ 


^ 


04 


^ 


V 


<: 






S 


\ 


\ 


\ 


\ 


Nj 


w\ 


^ 


CM 


^ 


^ 


\s 


r\ 


N 


^ 


^ 


V 


s 


X 


> 


V 


^ 


\ 
X 


1 


x 

^ 
x 








































X 




\ 


CM 


i\l 


CM 


^ 




tn 


<a 


N 


^ 


^ 


K 


^ 


^ 


K 


^ 


^ 


Q 


K 


^ 


^ 


^ 


<a 


Q 


^> 


f*> 


^ 


Q 


Q 


^ 


l^ 


^ 


m> 


^ 


^ 


^ 


*s 


^ 


^» 


\^> 


X 


NS 


c^- 


S 


S^ 


fM 


P 


^ 


^ 


^ 


^ 


\^ 


^ 


t^ 


^i 


^ 


N 


X 


\ 




C 


\ 






X 


X 


\ 


X 


\ 


IVi 


cu 


(^ 


CM 


t^ 


^ 


^ 


^> 


^ 


^ 


^ 


ex 


^ 


^^ 


^ 


^ 


^ 


M- 


>* 




N 












































X 


X 


CM 


CM 


h 


5} 

1 




K 


^ 


^ 


X 


^ 


^ 


<i 


K 


^ 


^ 


K 


^ 


fn 


K 


^ 


Q 


^ 


^ 


^ 


K 


X 


<^> 


Q 


K 


k 




* 


* 


K 


<X 


s 


^ 


^ 


^ 


^ 


*S 


^ 


^ 


QQ 


K 


^ 


1* 


C^4 


>^ 


JS 


^ 


^V 


N& 


% 


\^ 


Qn 


^ 




\ 








x 


X 




\ 


\ 


(Vi 


CM 


\ 


^M 


^ 


^ 


^ 


^ 


s 


K 


^ 


K 


X 

X 


^ 


X 


«M 


fc 


* 


> 


\» 


^ 


^ 


<M 


^ 


^ 


^ 


<^ 


^J- 


^ 


!* 


(M 


Q 


?° 


^ 


^ 


Q 


CM 


^ 





^ 


^ 


^ 


^ 


M 










\ 


S 




\ 


\ 


Cm 


M 


\ 


CM 


l^ 


^ 


^ 


^ 


V 


^ 


K 


\s 


X 


5 


X 


X 


Cm 




fa 


Q 


K 


^ 


^ 


X 


^ 


N\ 


k 


^> 


N\ 


^ 


K 


^ 


^ 


^ 


^ 


^ 


^ 


^ 


^ 


^ 


^ 


f^ 


^ 






<^ 


*S 


^ 


\» 


^ 


Ss 


^ 


^> 


^ 


\% 


Q 


^ 


^ 


vs 


^ 


5> 


ja 


•^ 


55 


^ 


^ 


^ 


Q 


^ 


^ 


^ 






\ 










\ 




\ 


s 


\ 


^ 


\ 


CM 


CM 


^ 


^ 


N\ 


^ 


^ 


^ 


^ 


^ 


CM 

X 


5 


X 


CM 


X 




K 


^ 


^ 


x 


^ 


ta 


<^ 


K 


^ 


^ 


K 


^ 


f^ 


K 


^ 


<i 


Q 


^ 


^ 


K 


X 


^ 


Q 


X 


X 






*0 


N 


^* 


^ 


\& 


^ 


S 


<^ 


^ 


^ 


\S 


^ 


\% 


X 


^ 


CM* 


M^ 


CM 


^ 


<^ 


^ 


^ 


N$> 


<^ 


<s 


<^ 


s 




















\ 


\ 


\ 


\ 


\ 


CM 


CM 


rr> 


CM 


^ 


^ 


^ 


M^ 


^ 


ck 


X 
X 


X 


X 

X 


1 




CM 


^ 


> 


^ 


^ 


> 


^ 


^ 


^ 


CM 


^ 


CM 


NS 


<5 


> 


^> 


^ 


^ 


^ 


M 


^ 


CM 


^i- 


^ 


<x> 






M) 


















X 


\ 




\ 


\ 


CM 


CM 


\ 


(M 


^ 


*) 


fo 


^ 


K 


<K) 


ex 


CM 

X 


•5 *\ 


^ 


«Kb 


5 


X 


^ 


^ 


% 


§ 


5! 


^ 


Nj 


^ 


3 


^J 


^ 


^ 


^ 


X 


^0 


X 


^} 


5: 


5 


H 




^ 


* 


v 


V 


X 


\ 


X 


V 


X 


X 


x 


H 


H 


x 


x 


x 


v 


V 


X 


V 


x 


\ 


V 


\ 


__ . . 


.... 


\ 


\ 


N 


\ 


N 


M 


M 


<Vl 


CM 


^ 


> 


* 


^ 


^ 


^ 


^ 


^ 


^ 


OQ 


3 


CM 

X 


SJ 


* 


* 





242 



The Consolidated Expanded Metal Companie 



Proportions for Mixing Concrete 







Required for 1 Cubic Yard Rammed Concrete 


Mixtures 




Stone 






Stone 














1-in. 


and Under. 


2^-in 


. and Under, 




Gravel 








Dust Screened Out 


Dust Screened Out 


H-in 


. and Under 








to 


0B 




09 


09 




oi 


4 


*» 




*» . 


;* 


>H 


*a . 


^ 


>* 


*-> . 


;* 


* 


d 




a <n 






a <*> 






a n 








V 

a 
o 


p 




go 


l« 


flO 


4> g 

go 


!§ 


T3 3 


> 3 

go 


O co 


co 


o 


co 


CO 




83 

CO 


co 


O 


CO 

CO 


o 


1 1.0 


2.0 


2.57 


0.39 


0.78 


2.63 


0.40 


0.80 


2.30 


0.35 


0.74 


1 1.0 


2.5 


2.29 


0.35 


0.70 


2.34 


0.36 


0.89 


2.10 


0.32 


0.80 


1 1.0 


3.0 


2.06 


0.31 


0.94 


2.10 


0.32 


0.96 


1.89 


0.29 


0.86 


1 1.0 


3.5 


1.84 


0.28 


0.98 


1.88 


0.29 


1.00 


1.71 


0.26 


0.91 


1 1.5 


2.5 


2.05 


0.47 


0.78 


2.09 


0.48 


0.80 


1.83 


0.42 


0.73 


1 1.5 


3.0 


1.85 


0.42 


0.84 


1.90 


0.43 


0.87 


1.71 


0.39 


0.78 


1 1.5 


3.5 


1.72 


0.39 


0.91 


1.74 


0.40 


0-93 


1.57 


0.36 


0.83 


1 1.5 


4.0 


1.57 


0.36 


0.96 


1.61 


0.37 


0.98 


1.46 


0.33 


0.88 


1 1.5 


4.5 


1.43 


0.33 


0.98 


1.46 


0.33 


1.00 


1.34 


0.31 


0.91 


1 2.0 


3.0 


1.70 


0.52 


0.77 


1.73 


0.53 


0.79 


1.54 


0.47 


0.73 


1 2.0 


3.5 


1.57 


0.48 


0.83 


1.61 


0.49 


0.85 


1.44 


0.44 


0.77 


1 2.0 


4.0 


1.46 


0.44 


0.89 


1.48 


0.45 


0.90 


1.34 


0.41 


0.81 


1 2.0 


4.5 


1.36 


0.42 


0.93 


1.38 


0.42 


0.95 


1.26 


0.38 


0.86 


1 2.0 


5.0 


1.27 


0.39 


0.97 


1.29 


0.39 


0.98 


1.17 


0.36 


0.89 


1 2.5 


3.5 


1.45 


0.55 


0.77 


1.48 


0.56 


0.79 


1.32 


0.50 


0.70 


1 2.5 


4.0 


1.35 


0.52 


0.82 


1.38 


0.53 


0.84 


1.24 


0.47 


0.75 


1 2.5 


4.5 


1.27 


0.48 


0.87 


1.29 


0.49 


0.88 


1.16 


0.44 


0.80 


1 2.5 


5.0 


1.19 


0.46 


0.91 


1.21 


0.46 


0.92 


1.10 


0.42 


0.83 


1 2.5 


5.5 


1.13 


0.43 


0.94 


1.15 


0.44 


0.96 


1.03 


0.39 


0.86 


1 2.5 


6.0 


1.07 


0.41 


0.97 


1.07 


0.41 


0.98 


0.98 


0.37 


0.89 


1 3.0 


4.0 


1.26 


0.58 


0.77 


1.28 


0.58 


0.78 


1.15 


0.52 


0.72 


1 3.0 


4.5 


1.18 


0.54 


0.81 


1.20 


0.55 


0.82 


1.09 


0.50 


0.75 


1 3.0 


5.0 


1.11 


0.51 


0.85 


1.14 


0.52 


0.87 


1.03 


0.47 


0.78 


1 3.0 


5.5 


1.06 


0.48 


0.89 


1.07 


0.49 


0.90 


0.97 


0.44 


0.81 


1 30 


6.0 


1.01 


0.46 


0.92 


1.02 


0.47 


0.93 


0.92 


0.42 


0.84 


1 3.0 


6.5 


0.96 


0.44 


0.95 


0.98 


0.44 


0.96 


0.88 


0.40 


0.87 


1 3.0 


7.0 


0.91 


0.42 


0.97 


0.92 


0.42 


0.98 


0.84 


0.38 


0.89 


1 3.5 


5.0 


1.05 


0.56 


0.80 


1.07 


0.57 


0.82 


0.96 


0.50 


0.76 


1 3.5 


5.5 


1.00 


0.53 


0.84 


1.02 


0.54 


0.85 


0.92 


0.48 


0.78 


1 3.5 


6.0 


0.95 


0.50 


0.87 


0.97 


0.51 


0.89 


0.88 


0.46 


0.80 


1 3.5 


6.5 


0.92 


0.49 


0.91 


0.93 


0.49 


0.92 


0.83 


0.44 


0.82 


1 3.5 


7.0 


0.87 


0.47 


0.93 


0.89 


0.47 


0.95 


0.80 


0.43 


85 


1 3.5 


7.5 


0.84 


0.45 


0.96 


0.86 


0.45 


0.98 


0.76 


0.41 


0.87 


1 3.5 


8.0 


0.80 


0.42 


0.97 


0.82 


0.43 


1.01 


0.73 


0.39 


0.89 


1 4.0 


6.0 


0.90 


0.55 


0.82 


0.92 


0.56 


0.84 


; 0.83 


0.51 


0.77 


1 4.0 


6.5 


0.87 


0.53 


0.85 


0.88 


0.53 


0.87 


0.80 


0.49 


0.79 


1 4.0 


7.0 


0.83 


0.51 


0.89 


0.84 


0.51 


0.90 


0.77 


0.47 


0.81 


1 4.0 


7.5 


0.80 


0.49 


0.91 


0.81 


0.50 


0.93 


0.73 


0.44 


0.83 


1 4.0 


8.0 


0.77 


0.47 


0.93 


0.78 


0.48 


0.95 


0.71 


0.43 


0.86 


1 4.0 


8.5 


0.74 


0.45 


0.95* 


0.76 


0.46 


0.98 


0.68 


0.42 


0.88 


1 4.0 


9.0 


0.71 


0.43 


0.97 


0.73 


0.44 


1.01 


0.65 


0.40 


0.89 


1 barrel cement and 2 ba 


rrels of s 


and will 


cover 99 


sq. ft. of floor 1- 


in. thick. 








1 barrel cement and 1 b 


arrel of s 


ind will 


cover 68 


sq. ft. of floor 1- 


in. thick. 









243 



The Consolidated Expanded Metal Companie 





Sq 


uare and Round Steel Bars 




Side or 


Pounds per Linear Foot 


Area in Square Inches 


Circumference 

of Round Bar 

Sq. In. 


Side or 


Diameter 
Inches 


Square 


Round 


Square 


Round 


Diameter 
Inches 


A 


.013 


.010 


.0039 


.0031 


.1963 


A 


N 


.053 


.042 


.0156 


.0123 


.3927 


N 


A 


.119 


.094 


.0352 


.0276 


.5890 


A 


H 


.212 


.167 


.0625 


.0491 


.7854 


M 


A 


.333 


.261 


.0977 


.0767 


.9817 


_5_ 
16 


N 


.478 


.375 


.1406 


.1104 


1.1781 


N 


A 


.651 


.511 


.1914 


.1503 


1.3744 


7 
16 


n 


.850 


.667 


.2500 


.1963 


1.5708 


n 


a 


1.076 


.845 


.3164 


.2485 


1.7671 


A 


n 


1.328 


1.043 


.3906 


.3068 


1.9635 


N 


11 

16 


1.608 


1.262 


.4727 


.3712 


2.1593 


16 


M 


1.913 


1.502 


.5625 


.4418 


2.3562 


H 


13. 
16 


2.245 


1.763 


.6602 


.5185 


2.5525 


tt 


N 


2.603 


2.044 


.7656 


.6013 


2.7489 


% 


if 


2.989 


2.347 


.8789 


.6903 


2.9452 


15 
16 


1 


3.400 


2.670 


1.0000 


.7854 


3.1416 


1 


1* 


3.833 


3.014 


1.1289 


.8866 


3.3379 


1A 


1H 


4.303 


3.379 


1.2656 


.9940 


3.5343 


IN 


1A 


4.795 


3.766 


1.4102 


1.1075 


3.7306 


1A 


IN 


5.312 


4.173 


1.5625 


1.2272 


3.9270 


1M 


1A 


5.857 


4.600 


1.7227 


1.3530 


4.1233 


1A 


IN 


6.428 


5.049 


1.8906 


1.4849 


4.3197 


IN 


1A 


7.026 


5.518 


2 0664 


1.6230 


4.5160 


1A 


i« 


7.650 


6.008 


2.2500 


1.7671 


4.7124 


IN 


1A 


8.301 


6.520 


2.4414 


1.9175 


4.9087 


1A 


IN 


8.978 


7.051 


2.6406 


2.0739 


5.1051 


IN 


ltt 


9.682 


7.604 


2.8477 


2.2365 


5.3014 


ltt 


IN 


10.41 


8.178 


3.0625 


2.4053 


5.4978 


IN 


1H 


11.17 


8.773 


3.2852 


2 5802 


5.6941 


ltt 


IN 


11.95 


9.388 


3.5156 


2.7612 


5.8905 


IN 


ltt 


12.76 


10.02 


3.7539 


2.9483 


6.0868 


ltt 


2 


13.60 


10.68 


4.0000 


3.1416 


6.2832 


2 



244 



The 



Consolidated 



Expanded 



Metal 



Companies 




J 







Steel railroad bridges encased in concrete are submitted to undulating strains and vibrations which would 

prove destructive to the surrounding concrete if were not properly bonded. If cracks are obtained it makes 

unsightly work and puts the stamp of deterioration and decay on work which should be extolled and referred 

to because of its permanence. Steelcrete mesh is designed to take care of the very stresses here encountered. 

The photographs show the work done by the Pennsylvania Railroad on grade crossings in and 

about Wilkinsburg, Penna., which cost ran into several millions of dollars. Upwards 

of 100,000 sq. ft. of Steelcrete Mesh was used to properly bond the concrete. 



245 



The 



CONSOLIDAT 



Expanded 



Metal Companies 



"Steelcrete" Floor Binder 

FLOOR binder is designed to meet the needs of the tile and terrazzo 
industry for temperature reinforcement in the filler coat. Placing 
reinforcement in approximately a J^-inch coat of cement mortar 
requires that it should be a perfectly flat sheet. "Steelcrete" Floor Binder 
insures this and at the same time provides a real reinforcement against cracks 
due to expansion and contraction. 

If real reinforcement is not needed, leave it out altogether. 
Floor binder will also answer as a light temperature reinforcement to t place 
near the surface of retaining walls, sidewalks, columns, and concrete beams. 

1 — Manufactured in No. 16 gauge with a two-inch diamond opening, 
complying with specifications of the United States Government. 

2 — Sheets 5'-0" x 8'-8"— 15 sheets per bundle. 

3 — Weight — twenty pounds per hundred square feet. 

4 — Shipped only in full bundles. 

5 — When ordering, simply call for "Steelcrete" Floor Binder. It has 
no other designation. 




A reinforcement against cracks 

246 



The 



Consolidated Expanded 



Metal 



Companies 



"Steelcrete" Beam Wrapper 

1 — Beam Wrapper as shown below will serve as a concrete binder for 
the lower flange of I-Beams of all sizes up to 24 inches. This material can 
be readily placed and will cost from one-third to one-half the price of ordinary 
patented materials for the same purpose. 

2 — Furnished in 3-inch Diamond Mesh, two diamonds wide, 8'-8" 
lengths as shown on cuts below. Its weight is twenty pounds per hundred 
square feet. When requested it can be shipped with outside strands cut as 
shown in second instruction below. 

3 — When ordering, simply call for "Steelcrete" Beam Wrapper. It 
has no other designation. 




It is then cut as shown with a pair of tinner's snips or shears 




And the material applied to the soffit of the beam 

247 



The Consolidated Expanded Metal Companies 

Metal Lath 

We manufacture a complete line of metal lath. We carry all standard 
sizes adaptable to all classes of work. Detailed data is ready for distribution 
and will be mailed on request. The following list of sizes is given here for 
quick reference: 

"Steelcrete" Metal Lath 



Designation 


Ptd. Weight 
per Sq. Yd. 
in Bundle 


Size of 
Sheet 


Sheets in 
Bundle 


Sq. Yd. in 
Bundle 


Weight per 
Bundle 


*22-P 


4.37 


24" X 96" 


10 


17.77 


77.65 


24-F 


3.40 


24" x 96" 


15 


26.66 


90.67 


25-F 


3.00 


24" x 96" 


15 


26.66 


80.00 


26-F 


2.55 


24" x 96" 


15 


26.66 


68.00 


27-F 


2.33 


24" x 96" 


15 


26.66 


62.22 


24-H 


2.90 


28" x 96" 


14 


29.00 


84.10 


26-H 


2.20 


28" x 96" 


14 


29.00 


63.80 



♦Special Post Office Lath &" Strand. 

The above laths can be furnished in the following: 

1 — Painted black. 

2 — Cut from galvanized sheet (add .4 lb. to the above weights for this 
kind of lath). 

3 — Copper-bearing steel painted red (acid resisting). 




Cut showing "Steelcrete" Diamond Lath 

248 



The Consolidated Expanded Metal Companies 

Safety Guard Mesh 

Expanded Metal serves a wide field in the safety guard industry. Our 
various states have adopted laws making it necessary to protect all moving 
parts of machinery. For this purpose, no better material can be had than 
expanded metal of small diamond meshes. The following tables give the sizes 
available: 



Designation 



Gauge of 
Sheet 



Width of 
Diamond 
Opening 



Length of 
Diamond 
Opening 



Approximate 

Weight per 

sq. ft. in Lbs. 



Standard 
Size of 
Sheet 



Standard Meshes for 95% of all Requirements 



V2" 18 

M"-13-25 

1 ^"-13-20 

2" -13-15 


18 

13 
13 
13 


.43" 

.95" 
1.36" 

1.82" 


1.2" 

2.0" 
3.0" 
4.0" 


.74 

.80 
.60 
.50 


/3' 0" x 8' 8"\ 

\6' 0" x 8' 8"/ 

6' 0" x 8' 0" 

4' 0" x 8' 0" 

5' 0" x 8' 0" 



Heavy Meshes for Exceptional Uses 



W 

2" 



.95" 
1.36" 

1.82" 



2.0" 
3.0" 
4.0" 



1.80 

1.28 

.90 



4' 0" x 8' 0" 
6' 0" x 8' 0" 
4' 0" x 8' 0" 



In every instance the width of sheet is measured along the shorter dimension of the 
diamond. The length of the sheet is measured along the longer dimension of the diamond. 



Underwriters' "Steelcrete" 

Approved and Inspected by Underwriters' Laboratories 




The Protective Screening Used in Machine Guards, 
Shop Partitions, Window Guards 



Used by Manufacturers of Machinery 
Iron Workers 



Sheet Metal Workers 
Mill Owners 



Ornamental 



249 



Th 



Cons o l i d a t 



Expanded 



M 



Companies 



Standard Sizes of Steelcrete Meshes Adaptable 
to Concrete Reinforcing 



Designation 


Sectional Area in 

sq. in. per ft. 

Width 


Weight in Pounds 
per sq. ft. 


Width of 
Standard Sheet 


Number of Sheets 

in a 
Standard Bundle 


*3-13-075 

*3-13-10 

*3-13-125 


.075 
.10 

.125 


.27 
.37 
.46 


6'0" 
6' 9" 

5' 3" 


10 

7 
7 


*3- 9-15 
*3- 9-175 
*3- 9-20 


.15 

.175 

.20 


.55 
.64 
.73 


7'0" 
6'0" 
5' 3" 


5 
5 
5 


*3- 9-25 
*3- 9-30 
*3- 9-35 


.25 
.30 
.35 


.92 
1.10 
1.28 


4'0" 
7'0" 
6'0" 


5 
2 

2 


3- 6-40 
3- 6-45 
3- 6-50 


.40 
.45 
.50 


1.46 
1.65 
1.83 


7'0" 
6' 3" 

5' 9" 


2 
2 
2 


3- 6-55 
3- 6-60 


.55 

.60 


2.01 
2.19 


5' 3" 
4' 9" 


2 
2 


t3- 1-75 
f3- 1-100 


.75 
1.00 


2.74 
3.63 


5' 9" 
4' 3" 


1 

1 



All of the above have a diamond opening 3" x 8". 

All items listed above are furnished in 8, 12 and 16 foot lengths. Items 
marked thus * are also furnished in 10 foot lengths. 

f 3-1-75 and 3-1-100 are manufactured to order only. 



250 



The Consolidated Expanded Metal Companies 



THE UNIVERSAL SLAB COMPUTER 




7 



\.>sv, 




\ 



BOTTOM OP SLAB TO 
CENTER OF STEEL 



*N INCHES GC 



\ 



SLAB THICKNESS 


3' 


4 


5 


6 


7 


8 


9 


10 


11 


12 


13 


14 


15 


16" 


WEIGHT 

or 

SLAB 


STQNE, 


37* 


50 


62 


75 


87 


100 


112 


125 


137 


i50 


162 


175 


187 


200* 


CINDER 


29* 


38 


48 


58 


67 


77 


86 


96 


105 


115 


125 


134 


144 


153* 




PRICE 25 CENTS 



" ' ~ 



An illustration in actual size of our celluloid "Steelcrete" computer is here shown. It eliminates 

tables and calculations. It is adaptable to all building codes and specifications. It is based 

on the formulas of the Joint Committee. A charge of twenty-five cents post paid 

is made for same. A descriptive pamphlet will be sent upon request. 



THE CORDAY A GROSS COMPANY 
CLEVELAND 



